foundation report for lots 960-1009 and 1011 -...
TRANSCRIPT
Eliot Sinclair and Partners Ltd. 20 Troup Drive, PO Box 9339, Tower Junction, Christchurch 8149, Phone: +64 3 379-4014, Fax: +64 3 365-2449, [email protected]
Directors: Marton Sinclair BE BSc FNZIS MIPENZ CPEng IntPE RPSurv Mark Allan BSurv NZCLS MNZIS RPSurv Maurice Perwick Dip Surv MNZIS RPSurv MSSSI CPHS1
Bruce Sinclair BSc MNZIS RPSurv John Brouard BE MIPENZ CPEng Warren Haynes BSurv MNZIS RPSurv Principals: Richard Wilson BE MIPENZ CPEng
John Aramowiz BE Mining(Hons) MIPENZ CPEng IntPE Associates: Ken Burrowes NZCD ANZIS Alistair Cocks BSurv NZCLS MNZIS RPSurv Keith Mills BSc MNZIS RPSurv
John Henry BE(Hons) MIPENZ CPEng Simon Ironside BSurv MNZIS RSurv MSSSI CPHS1 Darren Hocken BSurv MNZIS LCS Nick Harwood BE(Hons) MSc DIC CPEng IntPE
w w w . e l i o t s i n c l a i r . c o . n z 356336_LH_mds_3D_3E_3H4_Foundation_Report.docx
11 April 2016 Our Ref: 356328, 356336 or 356352
Ngāi Tahu Property Ltd
PO Box 130060
Armagh
Christchurch 8141
Attention: Scott Johansson
Dear Sir
Foundation Report for Lots 960-1009 and 1011 - Wigram Skies Marama (Second Release)
Subdivision (Neighbourhoods 3D, 3E and 3H4), Wigram, Christchurch
1 Introduction
We are writing to report on the general ground conditions and the foundation requirements for the above
residential lots, which form part of Neighbourhoods 3D, 3E and 3H4 of the Wigram Skies Subdivision
development.
The common site name for marketing purposes is “Wigram Skies – Marama Subdivision (Second Release)”.
2 Site Description
Neighbourhoods 3D, 3E and 3H4 form part of the subdivision development of the former Wigram
Aerodrome site, which was previously used as a New Zealand Air Force base and training facility, and more
recently as an airfield for light aircraft.
These neighbourhoods are located in the north to northwest part of the development, and are generally
bounded by Kittyhawk Avenue to the north and northwest, Skyhawk Road to the east, Corsair Drive to the
southwest, and Mackay Street to the south. Additionally, Pohe Street runs centrally through these stages.
The majority of Stages 3D, 3E and 3H4 comprise a mixture of ‘Density B’ and ‘Density C’ allotments,
however Neighbourhood 3D also contains three ‘Density A’ sites. We anticipate dwellings constructed for
the ‘Density B’ and ‘Density C’ lots will generally be within the scope of NZS 3604:2011 “Timber-framed
Buildings”; however the buildings to be constructed within the ‘Density A’ allotments are likely to comprise
two to three story apartments outside the scope of NZS 3604:2011.
Refer to Appendix A for a plan showing the developments layout with block densities, and the location of
Neighbourhoods 3D, 3E and 3H4.
3 Earthworks and Ground Preparation
As this land was previously used as a New Zealand Air Force base, it contains areas of disturbed or filled
ground and abandoned services that pre-date the subdivision construction. General excavation and filling
earthworks were undertaken by Downer Ltd as part of subdivision construction to remove access roads
and airport taxiways associated with the former airbase, along with deeper areas of topsoil and historical
uncontrolled fill, and to raise ground levels to provide adequate falls for drainage.
Deeper excavations were undertaken across parts of Lots 982-990, 994, 998-1001, 1006-1009 and 1011 in
order to; remove redundant services from the contractors site offices and compounds along with all
356336_LH_mds_3D_3E_3H4_Foundation_Report.docx Page 2
associated backfill, remove an old watercourse that appears to have been filled over as part of the original
aerodrome construction works in the 1940’s, create temporary stormwater soakage pits for the duration of
the earthworks; and to obtain clean fill material for other areas of the subdivisions construction.
Fill materials used for the construction of Neighbourhoods 3D, 3E and 3H4 were sourced from on-site
excavations, and predominantly comprised silty sand and sandy silt with varying amounts of greywacke
river gravels, along with sandy and silty gravels.
We note that due to the nature of the earthworks to remove the original topsoil layer, and the formation of
temporary stockpiles, some of the clean fill materials contain minor concentrations of dark brown silt that
was present at the underside of the original topsoil layer, but is now well blended into the soil matrix to
provide a homogenous fill material. The dark brown silt within the fill does not contain any obvious organic
material or pieces of wood etc.
The controlled, compacted, clean fill materials (i.e. excluding topsoil) are generally less than 0.3m thick
across most lots; however the areas of deeper fill extend to 2.9m depth in places. Refer to Eliot Sinclair &
Partners drawings 356328 G2 Sheets 1 (of 1) which indicates the depth of fill relative to the finished ground
level, attached to Appendix A.
Upon completion of the controlled filling operation, the finished ground was typically surfaced with
300mm to 400mm of silty topsoil that was lightly track rolled, straw mulched, and sown with grass seed.
The clean controlled fill materials were generally placed and tested in accordance with NZS 4431:1989
“Code of Practice for Earthfill for Residential Development” as outlined by Eliot Sinclair & Partners Inspecting
Engineers Report1.
The requirements of the Inspecting Engineers Report1 and the Filling Certificate that relate to the
controlled fill materials are addressed in this foundation report.
4 Site Investigation
Our investigation of Neighbourhoods 3D, 3E and 3H4 was carried out in February and March 2016 after
completion of the filling earthworks. Investigations for each lot typically consisted of at least one 300mm
diameter auger hole that was advanced to the target depth of 3.0m below ground level, and at least two
Hydraulic penetrometer tests or Scala penetrometer tests to a target depth of 2.0m to 2.5m below ground
level, with additional testing undertaken on some lots. Refer to Appendix A, Eliot Sinclair & Partners
drawing 356328 G4 Sheets 1 (of 1) for testing locations for each lot.
Hydraulic penetrometer testing was carried out by Canterbury Geotest Ltd using a Hydraulic Scala-Mini
CPT rig which provides an inferred penetration resistance in blows per 100mm depth. The Hydraulic Scala-
Mini CPT rig is calibrated against a Scala penetrometer by field testing.
These test results indicate both the soil strata and the soil bearing capacity. Please refer to Appendix B for
the Site Investigation Records.
We note that following our geotechnical testing, the contractor was instructed to place additional topsoil
over some lots to ensure the lots were up to the design height and to provide adequate falls for drainage.
The additional topsoil was placed towards the rear of the sites and has not been recorded by Eliot Sinclair
& Partners on the Site Investigation Records; however we anticipate an additional 25mm to 75mm of
topsoil may be encountered across the rear of some lots when compared to what has been recorded by
the shallow testing.
1
“Inspecting Engineers Report - Filling Operations at Lots 960-1009 and 1011 - Wigram Skies Marama (Second Release) Subdivision
(Neighbourhoods 3D, 3E and 3H4), Wigram, Christchurch”, prepared by Eliot Sinclair & Partners Ref: 356328, 356336 or 356352 and
dated 31 March 2016.
356336_LH_mds_3D_3E_3H4_Foundation_Report.docx Page 3
4.1 Borelog Results for Lots 960, 962, 964-970, 974, 976-978, 982-990, 993, 996-1004 and 1007
The machine auger test holes for these lots generally revealed 200mm to 500mm of silty and sandy topsoil
fill over various layers of controlled fill, comprising sand and silty sand with various amounts of greywacke
gravels, in addition to layers of sandy and silty gravels to 0.35m to 2.9m depth. The fill materials overlie
various layers of insitu sand, silt, silty sand, sandy silt and compact sandy gravels to 1.5m to 3.0m below
ground level where the test holes were terminated. Test holes that were unable to penetrate the full 3.0m
target depth typically met practical refusal on shallower compact insitu gravels.
We note that for some of the auger holes undertaken within Lots 986 and 989, natural soils were not
encountered as the fill materials extended further than the maximum 3.0m reach of the machine auger. In
addition, one test hole for Lot 989 recorded a layer of dark brown silt fill at 2.7m depth to at least the
termination depth at 3.0m below ground level. The layer of dark brown silt is non-organic and likely to be
an isolated pocket placed as part of the filling operation. Due to its depth, likelihood of high compaction
and non-organic composition, it is not likely to be at risk of consolidation.
4.2 Borelog Results for Lots 961, 963, 971-973, 975, 979-981, 991, 992, 994, 995, 1005 and 1006
The machine auger test holes for these lots generally revealed 300mm to 500mm of silty and sandy topsoil
fill over various layers of insitu sand, silt, silty sand, sandy silt and compact sandy gravel to 1.5m to 3.0m
below ground level. Test holes that were unable to penetrate the full 3.0m target depth typically met
practical refusal on shallower compact insitu gravels.
4.3 Borelog Results for Lots 1008, 1009 and 1011 (Density ‘A’ Lots)
Due to their size, two to three machine auger tests were undertaken across these ‘Density A’ lots. The
machine auger test holes for these lots generally revealed 250mm to 450mm of silty and sandy topsoil
over various layers of controlled fill or insitu soils comprising sand, silt, silty sand, sandy silt and sandy or
silty gravel fill to 0.35m to 2.0m depth where insitu compact gravels were encountered and the boreholes
were terminated at 1.7m to 3.0m below ground level. Test holes that were unable to penetrate the full 3.0m
target depth typically met practical refusal on shallower compact insitu gravels.
5 Compliance with “Good Ground” Definition
“Good Ground” is defined in the Acceptable Solutions and Verification Methods for the NZ Building Code
Clause B1 Structure and generally requires consideration of the likelihood of future lateral and vertical
ground movements (including liquefaction and lateral spread), and requires an ultimate bearing capacity
exceeding 300kPa.
5.1 Bearing Capacity
Soils considered “Good Ground” (a term which indicates any of the standard foundation solutions outlined
in NZS 3604:2011 could be considered without specific engineering design) should generally be tested
using a Scala penetrometer, and requires penetration resistances exceeding;
a 5 blows per 100mm at a depth equivalent to twice the footing width, and
b 3 blows per 100mm at depths greater than twice the footings width.
(Note: All depths are measured from the underside of a proposed footing).
For this method, “Good Ground” was determined by assuming a standard 300mm wide footing, and with
founding footing depths varying depending on the depth where the minimum penetration resistances
exceed the requirements for “Good Ground”.
356336_LH_mds_3D_3E_3H4_Foundation_Report.docx Page 4
5.2 Hydraulic Penetrometer and Scala Penetrometer Test Results
In terms of static bearing capacity only, the Hydraulic penetrometer and Scala penetrometer test results
across all lots generally exceeded the minimum penetration resistance requirements at 300mm to 450mm
below ground level, and as such, the ground below this can be termed “Good Ground” in accordance with
the definitions of the Acceptable Solutions and Verification Methods for New Zealand Building Code,
Clause B1 Structure.
5.3 Liquefaction and Lateral Spread
Tonkin & Taylor (T&T) have extensively investigated the deeper geotechnical conditions across the site to
assess the potential for liquefaction. The results of this are summarised in their report “Wigram Skies
Subdivision Geotechnical Assessment2”, which confirms that no evidence of liquefaction was observed
following the Canterbury earthquake sequence, where earthquake shaking exceeded the Serviceability
Limit State (SLS) i.e. PGAM7.5 = 0.13g (3)
.
T&T advise Neighbourhoods 3D, 3E and 3H4 are underlain by “Near surface gravel”, and as such the report
concludes:
“Non-liquefiable gravels are present over a large portion of the site – therefore the near surface
gravel deposits shown in Figure A7 in Appendix A (of T&T’s report2) have a very low risk of
liquefaction induced ground damage.”
As such, T&T have established that all lots in Neighbourhoods 3D, 3E and 3H4 have a low risk of
liquefaction induced land damage or lateral spreading. Subsequently, T&T’s report2 confirms that
foundations complying with the provisions of NZS 3604:2011 are suitable for these sites, provided shallow
investigations for each lot indicate a geotechnical bearing capacity greater than 300kPa.
These foundation recommendations are consistent with land classified as Technical Category 1 (TC1). TC1
land is defined as land where “Future land damage from liquefaction is unlikely, and ground settlements
from liquefaction effects are expected to be within normally accepted tolerances”4.
6 Foundation Requirements for Buildings within the Scope of NZS 3604:2011 (Excluding Lots
1008, 1009 and 1011)
For Technical Category 1 equivalent lots, T&T recommends foundations can be constructed as per NZS
3604:2011 provided shallow testing confirms a geotechnical bearing capacity greater than 300kPa.
Our shallow site specific investigations confirm that for all lots in Neighbourhoods 3D, 3E and 3H4, the
subsoil materials below 300mm to 450mm depth can be regarded as “Good Ground” in accordance with
the Acceptable Solutions and Verification Methods for New Zealand Building Code, Clause B1 Structure.
The minimum foundation depths to reach “Good Ground” in terms of NZS 3604:2011, and any other
minimum site specific requirements are specified below; however as a minimum requirement, all
foundations should be excavated and poured at least 300mm wide at their base.
Foundation requirements for each lot are also summarised on the attached Foundation Summary Sheet.
2
“Wigram Skies Subdivision Geotechnical Assessment”, dated August 2013/Revision 1, prepared by Tonkin & Taylor Ltd for Ngāi Tahu
Property Ltd. 3 Ministry of Business, Innovation & Employment “Guidance: Repairing and Rebuilding houses affected by the Canterbury earthquakes”
Appendix C2, Table C2.1, Version 3, December 2012 (released 31 January 2013). 4 Ministry of Business, Innovation & Employment “Guidance: Repairing and Rebuilding houses affected by the Canterbury earthquakes”
Version 3, December 2012 (released 31 January 2013).
356336_LH_mds_3D_3E_3H4_Foundation_Report.docx Page 5
6.1 Foundation Excavation Depth for Lots 960, 961, 965-970, 972-975, 977-980, 982, 984-987, 989, 991-
997, 1000, 1002 and 1003
Standard NZS 3604:2011 type foundations for these lots are suitable provided they are excavated through
the topsoil layer and bear onto firm clean sands, silts or gravelly soils, and to at least 300mm below
existing ground level.
6.2 Foundation Excavations Depth for Lots 962-964, 971, 976, 981, 983, 988, 990, 998, 999, 1001 and
1005-1007
Standard NZS 3604:2011 type foundations for these lots are suitable provided they are excavated through
the topsoil layer and bear onto firm clean sands, silts or gravelly soils, and to at least 400mm below
existing ground level.
6.3 Foundation Excavations Depth for Lot 1004
Standard NZS 3604:2011 type foundations for this lot are suitable provided they are excavated through the
topsoil layer and bear onto firm clean sands, silts or gravelly soils, and to at least 500mm below existing
ground level.
6.4 Floor Slab Requirements for All Lots
Our experience across the Wigram Skies Subdivision development is that the topsoil fill placed across lots
can vary from compact silty topsoil with little or no obvious organic material, to soft and loose topsoil. For
Neighbourhoods 3D, 3E and 3H4, the Scala penetrometer resistances and the nature of the soils in the
upper layers recovered from the machine auger test holes indicate that the majority of the lots have been
surfaced with a firm silty topsoil that will be capable of supporting a lightly loaded residential floor slab,
but not concentrated foundation loads.
As a minimum requirement for all lots, all turf and organic-rich topsoil, and at least the upper 100mm of
silty topsoil, shall be removed from beneath the area of the floor slab, before proof rolling or compacting
the exposed subgrade to provide a firm surface.
Hydraulic penetrometer test results for Lot 988 indicate the topsoil is soft, and therefore should not be
relied upon to support floor slabs. All topsoil will need to be stripped from under the floor slabs of Lot 988.
We note that any topsoil placed by the contractor following our testing, as described in Section 4 of this
report, has not been tested or viewed by Eliot Sinclair & Partners, and as such the composition, nature and
compaction of the additional topsoil is unknown. If the condition of the additional topsoil is found to be
unfavourable, it may also require removal from beneath any floor slabs.
An engineer experienced with foundation design should confirm the adequacy of the topsoil across all lots
at the time of excavation.
6.5 Hardfill Requirements for All Lots
Where hardfill is required to replace excavated topsoil from beneath the floor slabs, it shall consist of a well
graded AP40 sandy gravel placed and compacted in maximum 200mm thick layers, to achieve a dry
density of at least 2150kg/m3 up to the underside of the floor slab.
6.6 Special Foundation Considerations for All Lots
Foundations constructed within Neighbourhoods 3D, 3E and 3H4 may bear onto both natural ground and
sand, silt or dense gravelly fill, or bridge between areas of shallow and deeper fill.
The Inspecting Engineers Report1 recommends that once a proposed building layout has been confirmed,
particularly but not limited to Lots 986-990, 994, 1000, and 1007, an engineer experienced in foundation
design should review the filling records and contour plans in relation to the type of proposed foundations,
356336_LH_mds_3D_3E_3H4_Foundation_Report.docx Page 6
foundation loads, building geometry and location in relation to the areas of deeper fill. House foundations
for lots that bridge areas of deep dense gravel fill and natural ground, or bridge areas of shallow fill and
deeper dense gravel fill may require additional reinforcing to limit the effects of any differential foundation
performance. This may result in minor additional costs in relation to standard foundation reinforcing
requirements.
As the 300mm diameter machine auger holes used for the site investigation were loosely backfilled with
uncompacted clean fill, consolidation settlement is likely to occur over time over this small area, and this
ground should not be relied upon to support any foundations. Foundations should be designed to either
avoid or span over any known machine auger locations. Floor slabs will generally be capable of spanning
over these areas without any additional requirements.
6.7 Alternative Foundation Options
We note there may well be other alternative options for residential foundations and floor slabs for
proposed dwellings constructed within Neighbourhoods 3D, 3E, 3H4. An experienced foundation design
engineer can determine foundation options once the design and location for a future house is available,
and subject to further engineering investigation and reporting being undertaken.
7 Foundation Requirements for Buildings Outside the Scope of NZS 3604:2011
We understand the “Density A” sites, being Lots 1008, 1009 and 1011, are likely to have two or three story
high density residential dwellings constructed, which may be outside the scope of NZS 3604:2011 and will
require specific foundation investigation and engineering design.
7.1 Foundation Design Considerations and Parameters for Lots 1008, 1009 and 1011
Based on our shallow site investigations, the foundation design engineer should design the foundations to
extend through the topsoil fill, and bear onto firm clean sands, silts or gravelly soils, and to at least 300mm
to 400mm below existing ground level. At these depths, foundations can be designed for an ultimate
bearing capacity of qu=300kPa. The foundation design engineer should adopt a geotechnical strength
reduction factor of Фbc=0.5 for static conditions, and Фbceq=0.8 for earthquake conditions.
We note additional geotechnical investigation and reporting may be required as part of specific
engineering design for the proposed buildings to be constructed on these lots, however the type and
extent of any additional testing will need to be determined by the engineer involved.
The Inspecting Engineers Report1 recommends that once a proposed building layout has been confirmed,
an engineer experienced in foundation design should review the filling records and contour plans in
relation to the type of proposed foundations, foundation loads, building geometry and location in relation
to the areas of deeper fill. Building foundations for lots that bridge areas of deep dense gravel fill and
natural ground, or bridge areas of shallow fill and deeper dense gravel fill may require additional
reinforcing to limit the effects of any differential foundation performance. This may result in minor
additional costs in relation to standard foundation reinforcing requirements.
As the 300mm diameter machine auger holes used for the site investigation were loosely backfilled with
uncompacted clean fill, consolidation settlement is likely to occur over time over this small area, and this
ground should not be relied upon to support any foundations. Foundations should be designed to either
avoid or span over any known machine auger locations. Floor slabs will generally be capable of spanning
over these areas without any additional requirements.
8 Inspection of Foundation Excavations
As the ground has been subject to past earthworks activities during its use as an airbase, we recommend
all foundation excavations and stripped floor slab areas be inspected by an engineer experienced in
foundation design in order to verify that the perimeter foundations extend through all topsoil and bear
onto firm subsoil materials, and the stripped silty topsoil underneath the floor slab area does not contain
any significant organic matter and is suitably compact to support a lightly loaded residential floor slab,particularly for any lots that contain additional topsoil that has not been tested or recorded by Eliot Sinclair& Partners.
The inspecting engineer should also confirm any specific requirements for any foundations that aredesigned or found to be constructed over a former 300mm diameter machine auger test hole, which wasloosely backfilled and cannot be relied upon to support foundation loads due to the risk of consolidationsettlement.
If unfavourable conditions are encountered at the time inspecting the foundation excavations, the engineermay require deeper excavation, specify additional compaction, or increase foundation capacity by wideningor increasing the reinforcing requirements to suit the exposed conditions. This is a normal requirement ofresidential construction to address any issues that were not apparent at the time of foundation reporting.We anticipate any additional works, if required, will likely be relatively minor.
9 Disclaimer
Comments made in this geotechnical and foundation report are based on our visual inspection of the siteduring subdivision construction, shallow Hydraulic penetrometer and Scala penetrometer testing, andmachine auger test holes across Neighbourhoods 3D, 3E and 3H4, Tonkin 8L Taylor's August 2013 reportz,and reference to the most recent version of the Ministry of Business, Innovation and EmploymentsGuide|ines4.
Whilst every care was taken during our investigation and interpretation of subsurface conditions, there maywell be subsoil strata and features that were not detected. Additionally, on-going seismicity in the generalarea may lead to deterioration or additional ground settlement that could not have been anticipated at thetime of writing this report.
The exposure of such conditions, or occurrence of additional strong seismicity, or any update to the NZBCor MBIE Guidelines, may require a review of our recommendations. Eliot Sinclair 8: Partners should becontacted to confirm the validity of this report should any of these occur.
This report has been prepared for the benefit of Ngai Tahu Property Ltd, or the purchaser from Ngai TahuProperty Ltd, and the Christchurch City Council. No liability is accepted by this company or any employeeof this company with respect to the use of this report by any other party.
Yours faithfullyELIOT SINCLAIR 8L PARTNERS LTD
,4; W,Marton SinclairDirectorBE BSc FNZIS MIPENZ CPEng IntPEMarton.Sinc|[email protected]
Enclosed:
0 Foundation Summary Sheet, 2p.
0 Appendix A: Eliot Sinclair 8L Partner's Drawings:
0 333921 C7 Sheet 1 (of 1) ”Neighbourhoods and Road Layout (Redesigned St 3 and 4) —
Updated to 19 August 2014 — Wigram Skies”, dated 19 August 2014.
0 356328 G2 Sheets 1 (of 1) ”Depth Contours Incl. Topsoil — Engineered Fill”, dated 15 March2016.
Eliot Sinclair356336_LH_mds_3D_3E_3H4_Foundation_Report.docx Surveyors ! engineers T planners
356336_LH_mds_3D_3E_3H4_Foundation_Report.docx Page 8
o G4 Sheets 1 (of 1) “Depth Contours Incl. Topsoil – Geotech Test Positions for Engineered Fill”,
dated 15 March 2016.
Appendix B: Eliot Sinclair & Partners Site Investigation Records:
o Job Number: 356328, “Wigram Skies – Marama (Second Release) – Neighbourhood 3D”, 13p.
o Job Number: 356336, “Wigram Skies – Marama (Second Release) – Neighbourhood 3E”, 36p.
o Job Number: 356352, “Wigram Skies – Marama (Second Release) – Neighbourhood 3H4”, 13p.
Eliot Sinclair and Partners Ltd. 20 Troup Drive, PO Box 9339, Tower Junction, Christchurch 8149, Phone: +64 3 379-4014, Fax: +64 3 365-2449, [email protected]
Directors: Marton Sinclair BE BSc FNZIS MIPENZ CPEng IntPE RPSurv Mark Allan BSurv NZCLS MNZIS RPSurv Maurice Perwick Dip Surv MNZIS RPSurv MSSSI CPHS1
Bruce Sinclair BSc MNZIS RPSurv John Brouard BE MIPENZ CPEng Warren Haynes BSurv MNZIS RPSurv Principals: Richard Wilson BE MIPENZ CPEng
John Aramowiz BE Mining(Hons) MIPENZ CPEng IntPE Associates: Ken Burrowes NZCD ANZIS Alistair Cocks BSurv NZCLS MNZIS RPSurv Keith Mills BSc MNZIS RPSurv
John Henry BE(Hons) MIPENZ CPEng Simon Ironside BSurv MNZIS RSurv MSSSI CPHS1 Darren Hocken BSurv MNZIS LCS Nick Harwood BE(Hons) MSc DIC CPEng IntPE
w w w . e l i o t s i n c l a i r . c o . n z 356336_LH_mds_3D_3E_3H4_Foundation_Summary_Sheet.docx
11 April 2016 Our Ref: 356328, 356336, 356352
Foundation Summary Sheet
Wigram Skies – Marama (Second Release) - Neighbourhoods 3D, 3E and 3H4
Lot Number
Equivalent Technical Category
Foundation Type Minimum
Foundation Depth (mm)
Minimum Ultimate Bearing
Strength, qu (kPa)
Minimum Depth of
Topsoil Strip Under Floor Slab (mm)
Described in Section … of Eliot Sinclair’s
Report
960 TC1 NZS 3604:2011 300 300 100 6.0
961 TC1 NZS 3604:2011 300 300 100 6.0
962 TC1 NZS 3604:2011 400 300 100 6.0
963 TC1 NZS 3604:2011 400 300 100 6.0
964 TC1 NZS 3604:2011 400 300 100 6.0
965 TC1 NZS 3604:2011 300 300 100 6.0
966 TC1 NZS 3604:2011 300 300 100 6.0
967 TC1 NZS 3604:2011 300 300 100 6.0
968 TC1 NZS 3604:2011 300 300 100 6.0
969 TC1 NZS 3604:2011 300 300 100 6.0
970 TC1 NZS 3604:2011 300 300 100 6.0
971 TC1 NZS 3604:2011 400 300 100 6.0
972 TC1 NZS 3604:2011 300 300 100 6.0
973 TC1 NZS 3604:2011 300 300 100 6.0
974 TC1 NZS 3604:2011 300 300 100 6.0
975 TC1 NZS 3604:2011 300 300 100 6.0
976 TC1 NZS 3604:2011 400 300 100 6.0
977 TC1 NZS 3604:2011 300 300 100 6.0
978 TC1 NZS 3604:2011 300 300 100 6.0
979 TC1 NZS 3604:2011 300 300 100 6.0
980 TC1 NZS 3604:2011 300 300 100 6.0
981 TC1 NZS 3604:2011 400 300 100 6.0
982 TC1 NZS 3604:2011 300 300 100 6.0
983 TC1 NZS 3604:2011 400 300 100 6.0
984 TC1 NZS 3604:2011 300 300 100 6.0
985 TC1 NZS 3604:2011 300 300 100 6.0
986 TC1 NZS 3604:2011 300 300 100 6.0
987 TC1 NZS 3604:2011 300 300 100 6.0
988 TC1 NZS 3604:2011 400 300 350 6.0
989 TC1 NZS 3604:2011 300 300 100 6.0
990 TC1 NZS 3604:2011 400 300 100 6.0
356336_LH_mds_3D_3E_3H4_Foundation_Summary_Sheet.docx Page 2
Lot Number
Equivalent Technical Category
Foundation Type Minimum
Foundation Depth (mm)
Minimum Ultimate Bearing
Strength, qu (kPa)
Minimum Depth of
Topsoil Strip Under Floor Slab (mm)
Described in Section … of Eliot Sinclair’s
Report
991 TC1 NZS 3604:2011 300 300 100 6.0
992 TC1 NZS 3604:2011 300 300 100 6.0
993 TC1 NZS 3604:2011 300 300 100 6.0
994 TC1 NZS 3604:2011 300 300 100 6.0
995 TC1 NZS 3604:2011 300 300 100 6.0
996 TC1 NZS 3604:2011 300 300 100 6.0
997 TC1 NZS 3604:2011 300 300 100 6.0
998 TC1 NZS 3604:2011 400 300 100 6.0
999 TC1 NZS 3604:2011 400 300 100 6.0
1000 TC1 NZS 3604:2011 300 300 100 6.0
1001 TC1 NZS 3604:2011 400 300 100 6.0
1002 TC1 NZS 3604:2011 300 300 100 6.0
1003 TC1 NZS 3604:2011 300 300 100 6.0
1004 TC1 NZS 3604:2011 500 300 100 6.0
1005 TC1 NZS 3604:2011 400 300 100 6.0
1006 TC1 NZS 3604:2011 400 300 100 6.0
1007 TC1 NZS 3604:2011 400 300 100 6.0
1008 TC1 Specific Engineering Design (SED) Likely
300 to 400 300 100 7.0
1009 TC1 Specific Engineering Design (SED) Likely
300 to 400 300 100 7.0
1011 TC1 Specific Engineering Design (SED) Likely
300 to 400 300 100 7.0
Notes:
This Foundation Summary Sheet is to be read in conjunction with Eliot Sinclair & Partners Foundation Report, Ref
356328, 356336 or 356352 and dated 11 April 2016.
Foundations may require minor upgrading of the reinforcing from the minimum requirements outlined in NZS
3604:2011. Refer to Section 6.6 or 7.1 of the Foundation Report for further detail.
356336_LH_mds_3D_3E_3H4_Foundation_Report.docx
Appendix A – Eliot Sinclair & Partner’s Drawings
CORSA
IR DRIVE
SKYH
AWK
ROAD
MACKAY STREET
POHE STREET
KITTYHAWK AVE
Finish Level Spot Height
331
1.0
Lot Number Depth of Engineered Fillincluding Topsoil
LEGEND
28.45
1.6
0.4
0.8
0.4
0.4
0.4
0.4
0.4
2.4
2.4
2.4
2.42.4
2.4
2.2
2.22.2
2.22.2
2.2
2.62.6
2.6
2.62.6
2.62.6
2.6
2.6
2.6
2.62.6
0.4
0.4
0.4
2.8
2.8
0.4
0.4
0.40.40.6
1.8
0.6
0.60.6
0.6
0.6
0.60.6
0.40.4
0.4
0.4
2.62.6
2.8
2.8
2.8
2.8
0.4
0.4
1.61.6
1.6
1.6
1.6
1.6
1.6
1.6
0.4
0.4
0.4
0.4
0.4
0.4
0.4
2.0
0.4
0.6
0.6
0.4
0.4
0.4
2.6
2.62.6
0.6
0.60.6 0.6 0.4
1.00.8
1.6
1.4
0.4
0.4 0.4
0.4
0.4
0.4
0.40.4
0.40.4
0.4
0.4
0.60.6
0.6
0.6
0.6
0.6
0.6
0.6
0.40.4
0.4 0.4
0.4
0.4
0.4
0.4
0.4
0.40.4
0.4
0.40.4
0.40.4
0.6
0.60.6
0.60.6
0.8
0.80.8
0.8
0.8
0.8
0.80.40.4
0.6 0.6 0.6 0.6 0.6
0.6
2.0
2.02.0
2.0
1.2
0.6
1.01.0
1.0
1.0
1.0
2.8
2.8
2.8
1.4 1.4
1.41.41.4
1.8
1.81.8
1.8
1.81.8
0.4
0.6
0.6
0.6
0.6
0.4
0.4
0.4
0.4
0.40.40.4
0.40.4
0.4
0.4
0.4
0.4
0.4
0.60.6
0.6
0.60.6
0.6
1.2
1.2
1.41.41.4
1.4
1.4
1.4
1.4
1.61.8
1.01.01.0
1.0 1.0
1.21.21.2
1.2
1.41.4
0.4
0.4
0.4
0.4
0.4
0.40.4
0.4
0.4
0.40.4
0.4
0.4
0.4
0.4
0.4
0.4
0.4
0.4
0.4
0.40.4
0.40.4
0.40.4
0.4
0.4
0.4
0.4
0.4
0.4
0.4
0.4
0.80.8
0.8
0.60.6
0.6
0.40.4
0.4
1.4
1.4
1.4
1.4
1.6 1.61.6
1.2
1.2
1.2
1.2
1.0 1.0
1.0
1.0
1.0
1.0
0.6
0.8
0.8
0.8
0.8
0.80.80.8
0.8
0.8
0.8
0.80.8
0.8
0.6
0.6
0.6
0.6
0.6
0.6
0.6
0.6
0.60.6
0.6
0.60.6
0.6
0.6
0.6
0.6
0.6
0.6 0.6
0.6
0.6
1.8
1.8
1.8
1.8
1.6
1.6
1.6
1.6
1.4
1.2
1.2
1.0
1.0
0.8
0.8
0.6
0.6
0.6
2.0
2.0
2.0
1.61.20.6
0.6
0.61.0
1.80.4
0.40.4
0.4
0.4
0.40.4
0.4
0.40.4
0.60.6
0.6
0.40.4
0.40.4
0.4
0.8
0.4
0.4
0.60.6
0.6
0.6
0.4
0.4
0.40.4
0.4
0.4
0.4
1.4
0.6
0.6
0.6
2.2
2.8
0.6 0.82.6
2.6
2.6
2.6
2.6
2.0
2.0
2.02.0
2.02.0
2.4
3.03.0
3.0
3.0
3.0
3.0
2.2
2.2
2.6
1.61.6
3.2
1.4
0 15 30 45 60 90 120 150metres
Scale Bar
29.30
29.39
29.47
29.53
29.50
29.47
29.50
29.40
29.37
29.39
29.35
29.34
29.34
29.36
29.39
29.41
29.42
29.35
29.36
29.51
29.49
29.44
29.40
29.46
29.51
29.52
29.52
29.54
29.58
29.53
29.56
29.46
29.4329.52
29.52
29.56
29.59
29.59
29.57
29.53
29.59
29.62
29.5629.54
29.53
29.56
29.48
29.42
29.43
29.49
29.48
29.53
29.58
29.56
29.61
29.59
29.61
29.65
29.61
29.60
29.51
29.55
29.45
29.41
29.48
29.50
29.53
29.56
29.63
29.66
29.69
29.64
29.62
29.53
29.51
29.5229.62
29.63
29.59
29.58
29.65
29.66
29.64
29.73
29.61
29.71
29.70
29.70
29.72
29.76
29.74
29.7229.68
29.73
29.78
29.72
29.68
29.71
29.71
29.68
29.67 29.64
29.60
29.6129.7629.8229.8229.8029.8829.9329.9530.00
30.0530.0930.0930.1630.26
30.12 30.09 30.0730.04
30.08 29.98 29.96 29.90 29.87 29.85 29.83 29.82
29.7529.8129.8429.8729.9029.9429.9930.0230.0130.0330.0630.09
29.99 29.91 29.92 29.93 29.93 29.85 29.8129.78
29.76 29.80 29.73
29.7029.7429.64
29.7429.6929.8029.8729.8529.8529.9429.95
30.17
30.14
30.09
30.04
30.06
29.99
29.99
30.01
30.08
30.12
30.0130.03
30.14
30.15
30.10
30.01
30.08
30.15
30.22
30.22
30.22
30.28
30.36
30.38
30.33
30.21
30.15
30.16
30.15
30.15
30.09
30.07
29.99
29.91
29.89
29.83
29.89
29.99
29.95
29.99
30.00
30.01
30.09
30.16
30.20
30.26
30.35
30.30
30.30
30.25
30.21
30.11
30.06
30.01
29.94
29.90
29.88
29.88
29.80
29.76
29.80
29.8529.88 29.86
29.87
29.99
29.96
29.8129.92
30.01
30.06
29.92
30.10
30.02
30.0629.79
29.86
29.79
29.75
29.7029.59
29.63
29.73
29.81
29.78
29.73 29.69
29.74
29.68
29.65
29.63
29.60 29.46
29.61
29.67
29.63
29.63
29.51
986
985 984
1008
1009
1011961
962963
964
965
979980981982983
978 967
966
968969
970
971
977
976
975
974973
972
1007 10061005
1000
10011002
1003
1004999
998
987 988989 990 991
992 993 994995 996
997
960
Wig
ram
Ski
es -
Nei
ghbo
urho
ods
3D a
nd 3
EEn
gine
ered
Fill
for N
gai T
ahu
Prop
erty
Ltd
WIG
1 C
ORS
orig
in o
f lev
els
20 T
roup
Dri
ve, P
O B
ox 9
339,
Tow
er J
unct
ion,
Chr
istc
hurc
h 81
49, P
hone
: 03
379-
4014
, Fax
: 03
365-
2449
, inf
o@el
iots
incl
air.
co.n
z
w
w w
. e
l i o
t s
i n
c l a
i r
. c o
. n
z
CD
D (J
an 2
012)
datu
m
amen
dmen
tda
teno
.in
itial
desig
ned
draw
n
chec
ked
surv
.dat
em
anag
er
Vario
us
surv
eyed
R W
Tur
ner
Vario
us
3563
28 G
2D
raw
ing
Set
Shee
t
1 o
f 1
Dep
th C
onto
urs
Incl
. Top
soil
Dat
e: 1
5/03
/201
6Sc
ale:
1:1
000
(A3)
N
ZG
D 2
000
[ plotted: Tuesday, March 15, 2016 17:33:20 ] [ computer operator: rwt ] [ Project: G:\Jobs\99\993399\12d\surv\EW\S3\GEOTECH 3E\GEOTECH 3E ]
MA
AW
igra
m C
ontr
ol T
ower
71 C
orsa
ir D
rive
RL =
48.
29m
Mt P
leas
ant
© Eliot Sinclair and Partners Ltd. This drawing and all its information is only to be used for the intended purpose and it is not to be modified or used for any other purpose without the written consent of Eliot Sinclair & Partners Ltd. All rights reserved.
30020015010030100
Original size mm
50
CORSA
IR DRIVE
SKYH
AWK
ROAD
MACKAY STREET
POHE STREET
KITTYHAWK AVE
1.6
0.4
0.8
0.4
0.4
0.4
0.4
0.4
2.4
2.4
2.4
2.42.4
2.4
2.2
2.22.2
2.22.2
2.2
2.62.6
2.6
2.62.6
2.62.6
2.6
2.6
2.6
2.62.6
0.4
0.4
0.4
2.8
2.8
0.4
0.4
0.40.40.6
1.8
0.6
0.60.6
0.6
0.6
0.60.6
0.40.4
0.4
0.4
2.62.6
2.8
2.8
2.8
2.8
0.4
0.4
1.61.6
1.6
1.6
1.6
1.6
1.6
1.6
0.4
0.4
0.4
0.4
0.4
0.4
0.4
2.0
0.4
0.6
0.6
0.4
0.4
0.4
2.6
2.62.6
0.6
0.60.6 0.6 0.4
1.00.8
1.6
1.4
0.4
0.4 0.4
0.4
0.4
0.4
0.40.4
0.40.4
0.4
0.4
0.60.6
0.6
0.6
0.6
0.6
0.6
0.6
0.40.4
0.4 0.4
0.4
0.4
0.4
0.4
0.4
0.40.4
0.4
0.40.4
0.40.4
0.6
0.60.6
0.60.6
0.8
0.80.8
0.8
0.8
0.8
0.80.40.4
0.6 0.6 0.6 0.6 0.6
0.6
2.0
2.02.0
2.0
1.2
0.6
1.01.0
1.0
1.0
1.0
2.8
2.8
2.8
1.4 1.4
1.41.41.4
1.8
1.81.8
1.8
1.81.8
0.4
0.6
0.6
0.6
0.6
0.4
0.4
0.4
0.4
0.40.40.4
0.40.4
0.4
0.4
0.4
0.4
0.4
0.60.6
0.6
0.60.6
0.6
1.2
1.2
1.41.41.4
1.4
1.4
1.4
1.4
1.61.8
1.01.01.0
1.0 1.0
1.21.21.2
1.2
1.41.4
0.4
0.4
0.4
0.4
0.4
0.40.4
0.4
0.4
0.40.4
0.4
0.4
0.4
0.4
0.4
0.4
0.4
0.4
0.4
0.40.4
0.40.4
0.40.4
0.4
0.4
0.4
0.4
0.4
0.4
0.4
0.4
0.80.8
0.8
0.60.6
0.6
0.40.4
0.4
1.4
1.4
1.4
1.4
1.6 1.61.6
1.2
1.2
1.2
1.2
1.0 1.0
1.0
1.0
1.0
1.0
0.6
0.8
0.8
0.8
0.8
0.80.80.8
0.8
0.8
0.8
0.80.8
0.8
0.6
0.6
0.6
0.6
0.6
0.6
0.6
0.6
0.60.6
0.6
0.60.6
0.6
0.6
0.6
0.6
0.6
0.6 0.6
0.6
0.6
1.8
1.8
1.8
1.8
1.6
1.6
1.6
1.6
1.4
1.2
1.2
1.0
1.0
0.8
0.8
0.6
0.6
0.6
2.0
2.0
2.0
1.61.20.6
0.6
0.61.0
1.80.4
0.40.4
0.4
0.4
0.40.4
0.4
0.40.4
0.60.6
0.6
0.40.4
0.40.4
0.4
0.8
0.4
0.4
0.60.6
0.6
0.6
0.4
0.4
0.40.4
0.4
0.4
0.4
1.4
0.6
0.6
0.6
2.2
2.8
0.6 0.82.6
2.6
2.6
2.6
2.6
2.0
2.0
2.02.0
2.02.0
2.4
3.03.0
3.0
3.0
3.0
3.0
2.2
2.2
2.6
1.61.6
3.2
1.4
986
985 984
1008
1009
1011961
962963
964
965
979980981982983
978 967
966
968
969
970
971
977
976
975
974973
972
1007 10061005
1000
10011002
1003
1004999
998
987 988 989 990 991 992 993994 995 996
997
960
AB
AB
A
B
A B
C
A
B
C
A
A A
A
A
A
A
A
A
A
A
A
AA
A
A
A
A
A
A
A
A
A
A
AA
A
A
A
A
A
A
A
A
AA
A
A
A
AA
A
A
A A
A
P1
P2
P1 P1P1
P1P1 P1 P1 P1 P1 P1
P1
P1
P1
P1P1
P1P1
P1P1P1
P1P1
P2P2 P2
P2 P2P2
P2 P2P2 P2
P2
P2P2
P2P2P2
P2P2P2P2P2P2
P2
P2
P2
P2P1
P1P1
P1
432
Penetrometer Test Position
Lot Number
Depth of Engineered Fill. Incl Topsoil
Auger Hole Test Position
Legend
0.6
0 15 30 45 60 90 120 150metres
Scale Bar
P1
P2
P1
P1
P1
P1
P1
P1
P3
P3 P1
P1
P1
P1
P1
P1
P1
P1P1
P1
P1
P1
P4
P5
P3
P6
P1
P4
P1
P5
P4
P3
P5
P3
P2
P2
P2
P2
P2
P2 P1
P2
P2
P2
P2
P2
P2P2
P2
P2P2
P2
P2
P2
P2
P3P4
P2
P2
P1
P2
P1
Wig
ram
Ski
es -
Nei
ghbo
urho
od 3
D &
3E
Geo
tech
Tes
t Pos
ition
s fo
r Eng
inee
red
Fill
for N
gai T
ahu
Prop
erty
Ltd
WIG
1 C
ORS
orig
in o
f lev
els
20 T
roup
Dri
ve, P
O B
ox 9
339,
Tow
er J
unct
ion,
Chr
istc
hurc
h 81
49, P
hone
: 03
379-
4014
, Fax
: 03
365-
2449
, inf
o@el
iots
incl
air.
co.n
z
w
w w
. e
l i o
t s
i n
c l a
i r
. c o
. n
z
CD
D (J
an 2
012)
datu
m
amen
dmen
tda
teno
.in
itial
desig
ned
draw
n
chec
ked
surv
.dat
em
anag
er
Vario
us
surv
eyed
R W
Tur
ner
Vario
us
3563
28 G
4D
raw
ing
Set
Shee
t
1 o
f 1
Dep
th C
onto
urs
Incl
. Top
soil
Dat
e: 1
5/03
/201
6Sc
ale:
1:1
000
(A3)
N
ZG
D 2
000
[ plotted: Tuesday, March 15, 2016 17:39:35 ] [ computer operator: rwt ] [ Project: G:\Jobs\99\993399\12d\surv\EW\S3\GEOTECH 3E\GEOTECH 3E ]
MA
AW
igra
m C
ontr
ol T
ower
71 C
orsa
ir D
rive
RL =
48.
29m
Mt P
leas
ant
© Eliot Sinclair and Partners Ltd. This drawing and all its information is only to be used for the intended purpose and it is not to be modified or used for any other purpose without the written consent of Eliot Sinclair & Partners Ltd. All rights reserved.
30020015010030100
Original size mm
50
356336_LH_mds_3D_3E_3H4_Foundation_Report.docx
Appendix B – Site Investigation Records
356336_LH_mds_3D_3E_3H4_Foundation_Report.docx
Neighbourhood 3D – Ref: 356328
Job Number
Page 1 of 13
Lot
Sheet
Technical Category
Client Site
DEPTH
SITE DIAGRAM COMMENTS
Ngāi Tahu Property Ltd
9 February 2016
356328
SITE INVESTIGATION RECORD TC1 Equivalent¹
984
1 of 1
20 Troup Drive, Tower Junction
PO Box 9339, Christchurch 8149
Ph. (03) 379-4014 Fax. (03) 365-2449
See attached site plan
(356379 - G4 - Sheets 1 to 2)
SCALA PENETROMETER TESTS SOIL PROFILE
LOGGED BY:
Date Tested: Date Tested: 9 February 2016
1"Wigram Skies Subdivision Geotechnical Assessment", dated August
2013/Revision 1, prepared by Tonkin & Taylor Ltd.
GL
0.2
0.4
0.6
0.8
1.0
1.2
3.0
PLN/LAA CHECKED BY: MDS
Wigram Skies - Marama (Second Release) -
Neighbourhood 3D
1.4
1.6
1.8
2.0
2.2
2.4
2.6
2.8
3.4
[m]
3.2
Machine Auger at Test Location 'A'0 1 2 3 4 5 6 7 8 9 10 11 12 13 14 15
P1 P2
Number of Blows per 100mm
Minimum penetration resistance (based on 300mm wide footing founded at 300mm depth) required for "Good Ground" as defined in the Acceptable Solutions and Verification Methods for NZBC Clause B1 Structure.
FILL: TOPSOIL, SILT. Trace gravel content and rootlets.
FILL: Sandy SILT; brown. Minor fine to medium gravel content.
At 1.0m - Some gravel content.
FILL: Gravelly silty SAND; fine to coarse with traces of cobbles, brown.
FILL: Sandy GRAVEL; fine to coarse, brownish grey, moist. Some silt content.
At 2.2m - Some dark brown silt nodules.
Sandy GRAVEL; fine to coarse, subrounded to rounded, grey, moist. Sand is fine to coarse.
End of borehole - Target depth reached.
Job Number
Page 2 of 13
Lot
Sheet
Technical Category
Client Site
DEPTH
SITE DIAGRAM COMMENTS
Ngāi Tahu Property Ltd
9 February 2016
356328
SITE INVESTIGATION RECORD TC1 Equivalent¹
985
1 of 1
20 Troup Drive, Tower Junction
PO Box 9339, Christchurch 8149
Ph. (03) 379-4014 Fax. (03) 365-2449
See attached site plan
(356379 - G4 - Sheets 1 to 2)
SCALA PENETROMETER TESTS SOIL PROFILE
LOGGED BY:
Date Tested: Date Tested: 9 February 2016
1"Wigram Skies Subdivision Geotechnical Assessment", dated August
2013/Revision 1, prepared by Tonkin & Taylor Ltd.
GL
0.2
0.4
0.6
0.8
1.0
1.2
3.0
PLN/LAA CHECKED BY: MDS
Wigram Skies - Marama (Second Release) -
Neighbourhood 3D
1.4
1.6
1.8
2.0
2.2
2.4
2.6
2.8
3.4
[m]
3.2
Machine Auger at Test Location 'A'0 1 2 3 4 5 6 7 8 9 10 11 12 13 14 15
P1 P2
Number of Blows per 100mm
Minimum penetration resistance (based on 300mm wide footing founded at 300mm depth) required for "Good Ground" as defined in the Acceptable Solutions and Verification Methods for NZBC Clause B1 Structure.
FILL: TOPSOIL, SILT; brown, dry. Minor gravel content and rootlets.
FILL: Sandy SILT; brown, damp. Some fine to coarse, subrounded to subangular gravel content.
FILL: Silty sandy GRAVEL; fine to coarse, subrounded to subangular, greyish brown.
At 1.8m - Becoming brownish grey.
At 2.0m - Becoming grey.
Sandy GRAVEL; fine to coarse, subrounded to subangular, grey. Sand is fine to medium.
End of borehole - Target depth reached.
Job Number
Page 3 of 13
Lot
Sheet
Technical Category
Client Site
DEPTH
SITE DIAGRAM COMMENTS
PLN/LAA CHECKED BY: MDS
Wigram Skies - Marama (Second Release) -
Neighbourhood 3D
1.4
1.6
1.8
2.0
2.2
2.4
2.6
2.8
3.4
[m]
3.2
Machine Auger at Test Location 'A'
See attached site plan
(356379 - G4 - Sheets 1 to 2)
SCALA PENETROMETER TESTS SOIL PROFILE
LOGGED BY:
Date Tested: Date Tested: 9 February 2016
1"Wigram Skies Subdivision Geotechnical Assessment", dated August
2013/Revision 1, prepared by Tonkin & Taylor Ltd.
GL
0.2
0.4
0.6
0.8
1.0
1.2
3.0
Ngāi Tahu Property Ltd
9 February 2016
356328
SITE INVESTIGATION RECORD TC1 Equivalent¹
986
1 of 2
20 Troup Drive, Tower Junction
PO Box 9339, Christchurch 8149
Ph. (03) 379-4014 Fax. (03) 365-2449
0 1 2 3 4 5 6 7 8 9 10 11 12 13 14 15
P1
Number of Blows per 100mm
Minimum penetration resistance (based on 300mm wide footing founded at 300mm depth) required for "Good Ground" as defined in the Acceptable Solutions and Verification Methods for NZBC Clause B1 Structure.
FILL: TOPSOIL, SILT; dark brown, dry. Traces of gravel content and rootlets.
FILL: SILT; brown, damp. Some fine to coarse subrounded to subangular gravel content.
FILL: Gravelly SAND; fine to coarse, brown, moist. Gravel is fine to coarse, subangular to subrounded. Traces of silt.
FILL: Sandy GRAVEL; fine to coarse, subangular to subrounded, brown, moist. Traces of silt.
FILL: Silty sandy GRAVEL; fine to coarse, subrounded to rounded, grey, moist.
At 2.5m - Traces of debris (brick fragments) and topsoil.
End of borehole - Target depth reached.
Job Number
Page 4 of 13
Lot
Sheet
Technical Category
Client Site
DEPTH
P2 = 9 February 2016
SITE DIAGRAM COMMENTS
PLN/LAA CHECKED BY: MDS
Wigram Skies - Marama (Second Release) -
Neighbourhood 3D
1.4
1.6
1.8
2.0
2.2
2.4
2.6
2.8
3.4
[m]
3.2
Machine Auger at Test Location 'B'
See attached site plan
(356379 - G4 - Sheets 1 to 2)
SCALA PENETROMETER TESTS SOIL PROFILE
LOGGED BY:
Date Tested: Date Tested: 10 February 2016
1"Wigram Skies Subdivision Geotechnical Assessment", dated August
2013/Revision 1, prepared by Tonkin & Taylor Ltd.
GL
0.2
0.4
0.6
0.8
1.0
1.2
3.0
Ngāi Tahu Property Ltd
356328
SITE INVESTIGATION RECORD TC1 Equivalent¹
986
2 of 2
20 Troup Drive, Tower Junction
PO Box 9339, Christchurch 8149
Ph. (03) 379-4014 Fax. (03) 365-2449
0 1 2 3 4 5 6 7 8 9 10 11 12 13 14 15
P2
Number of Blows per 100mm
Minimum penetration resistance (based on 300mm wide footing founded at 300mm depth) required for "Good Ground" as defined in the Acceptable Solutions and Verification Methods for NZBC Clause B1 Structure.
FILL: TOPSOIL, SILT; brown. Minor gravel content and rootlets.
FILL: Sandy SILT; brown, dry. Minor grey silt nodules and fine to coarse gravel content.
FILL: Sandy GRAVEL; fine to coarse, subrounded to rounded, brown. Traces of debris (glass and brick fragments).
At 1.5m - No debris present.
At 1.7m - Becoming grey and moist to wet.
At 2.3m - Minor grey silt nodules and trace debris (brick).
At 2.5m - No debris present. Traces of silt nodules.
End of borehole - Target depth reached.
Job Number
Page 5 of 13
Lot
Sheet
Technical Category
Client Site
DEPTH
SITE DIAGRAM COMMENTS
Ngāi Tahu Property Ltd
12 February 2016
356328
SITE INVESTIGATION RECORD TC1 Equivalent¹
1008
1 of 3
20 Troup Drive, Tower Junction
PO Box 9339, Christchurch 8149
Ph. (03) 379-4014 Fax. (03) 365-2449
See attached site plan
(356379 - G4 - Sheets 1 to 2)
SCALA PENETROMETER TESTS SOIL PROFILE
LOGGED BY:
Date Tested: Date Tested: 11 February 2016
1"Wigram Skies Subdivision Geotechnical Assessment", dated August
2013/Revision 1, prepared by Tonkin & Taylor Ltd.
GL
0.2
0.4
0.6
0.8
1.0
1.2
3.0
PLN/LAA CHECKED BY: MDS
Wigram Skies - Marama (Second Release) -
Neighbourhood 3D
1.4
1.6
1.8
2.0
2.2
2.4
2.6
2.8
3.4
[m]
3.2
Machine Auger at Test Location 'A'0 1 2 3 4 5 6 7 8 9 10 11 12 13 14 15
P1 P2
Number of Blows per 100mm
Minimum penetration resistance (based on 300mm wide footing founded at 300mm depth) required for "Good Ground" as defined in the Acceptable Solutions and Verification Methods for NZBC Clause B1 Structure.
FILL: TOPSOIL, SILT; dark brown. Minor rootlets. Traces of gravel content.
FILL: Silty SAND; brown. Some fine to coarse, subrounded to subangular gravels. Traces of silt nodules.
Sandy GRAVEL; fine to coarse with traces of cobbles, brownish grey, moist to wet. Sand is fine to coarse.
End of borehole - Refusal on compact gravel.
Job Number
Page 6 of 13
Lot
Sheet
Technical Category
Client Site
DEPTH
SITE DIAGRAM COMMENTS
Ngāi Tahu Property Ltd
12 February 2016
356328
SITE INVESTIGATION RECORD TC1 Equivalent¹
1008
2 of 3
20 Troup Drive, Tower Junction
PO Box 9339, Christchurch 8149
Ph. (03) 379-4014 Fax. (03) 365-2449
See attached site plan
(356379 - G4 - Sheets 1 to 2)
SCALA PENETROMETER TESTS SOIL PROFILE
LOGGED BY:
Date Tested: Date Tested: 11 February 2016
1"Wigram Skies Subdivision Geotechnical Assessment", dated August
2013/Revision 1, prepared by Tonkin & Taylor Ltd.
GL
0.2
0.4
0.6
0.8
1.0
1.2
3.0
PLN/LAA CHECKED BY: MDS
Wigram Skies - Marama (Second Release) -
Neighbourhood 3D
1.4
1.6
1.8
2.0
2.2
2.4
2.6
2.8
3.4
[m]
3.2
Machine Auger at Test Location 'B'0 1 2 3 4 5 6 7 8 9 10 11 12 13 14 15
P3 P4
Number of Blows per 100mm
Minimum penetration resistance (based on 300mm wide footing founded at 300mm depth) required for "Good Ground" as defined in the Acceptable Solutions and Verification Methods for NZBC Clause B1 Structure.
FILL: TOPSOIL, SILT; dark brown. Minor rootlets. Traces of gravel content.
SILT; grey, moist. Some iron staining.
Silty SAND; brown, moist. Some iron staining.
SAND; fine to medium, brown, damp. Some iron staining.
Sandy GRAVEL; fine to coarse, subrounded to rounded, moist. Sand is fine to coarse. Traces of iron staining.
At 2.0m - Traces of cobbles.
End of borehole - Refusal on compact gravel.
Job Number
Page 7 of 13
Lot
Sheet
Technical Category
Client Site
DEPTH
SITE DIAGRAM COMMENTS
Ngāi Tahu Property Ltd
12 February 2016
356328
SITE INVESTIGATION RECORD TC1 Equivalent¹
1008
3 of 3
20 Troup Drive, Tower Junction
PO Box 9339, Christchurch 8149
Ph. (03) 379-4014 Fax. (03) 365-2449
See attached site plan
(356379 - G4 - Sheets 1 to 2)
SCALA PENETROMETER TESTS SOIL PROFILE
LOGGED BY:
Date Tested: Date Tested: 11 February 2016
1"Wigram Skies Subdivision Geotechnical Assessment", dated August
2013/Revision 1, prepared by Tonkin & Taylor Ltd.
GL
0.2
0.4
0.6
0.8
1.0
1.2
3.0
PLN/LAA CHECKED BY: MDS
Wigram Skies - Marama (Second Release) -
Neighbourhood 3D
1.4
1.6
1.8
2.0
2.2
2.4
2.6
2.8
3.4
[m]
3.2
Machine Auger at Test Location 'C'0 1 2 3 4 5 6 7 8 9 10 11 12 13 14 15
P5 P6
Number of Blows per 100mm
Minimum penetration resistance (based on 300mm wide footing founded at 300mm depth) required for "Good Ground" as defined in the Acceptable Solutions and Verification Methods for NZBC Clause B1 Structure.
FILL: TOPSOIL, SILT; brown, dry. Minor gravel content and rootlets.
FILL: Silty SAND; brown. Minor gravel content. Traces of grey silt nodules.
SAND; fine to medium, brown, damp. Traces of iron staining.
Sandy GRAVEL; fine to coarse with traces of cobbles, subrounded to rounded, grey, moist. Sand is fine to coarse.
At 1.7m - Some cobbles present.
End of borehole - Refusal on compact gravel.
Job Number
Page 8 of 13
Lot
Sheet
Technical Category
Client Site
DEPTH
SITE DIAGRAM COMMENTS
Ngāi Tahu Property Ltd
12 February 2016
356328
SITE INVESTIGATION RECORD TC1 Equivalent¹
1009
1 of 3
20 Troup Drive, Tower Junction
PO Box 9339, Christchurch 8149
Ph. (03) 379-4014 Fax. (03) 365-2449
See attached site plan
(356379 - G4 - Sheets 1 to 2)
SCALA PENETROMETER TESTS SOIL PROFILE
LOGGED BY:
Date Tested: Date Tested: 11 February 2016
1"Wigram Skies Subdivision Geotechnical Assessment", dated August
2013/Revision 1, prepared by Tonkin & Taylor Ltd.
GL
0.2
0.4
0.6
0.8
1.0
1.2
3.0
PLN/LAA CHECKED BY: MDS
Wigram Skies - Marama (Second Release) -
Neighbourhood 3D
1.4
1.6
1.8
2.0
2.2
2.4
2.6
2.8
3.4
[m]
3.2
Machine Auger at Test Location 'B'0 1 2 3 4 5 6 7 8 9 10 11 12 13 14 15
P1 P2
Number of Blows per 100mm
Minimum penetration resistance (based on 300mm wide footing founded at 300mm depth) required for "Good Ground" as defined in the Acceptable Solutions and Verification Methods for NZBC Clause B1 Structure.
FILL: TOPSOIL, SILT; brown. Minor rootlets. Traces of gravel.
FILL: SAND; fine to medium, brown, moist. Minor fine to coarse, subrounded to rounded gravel content. Trace grey silt nodules.
FILL: Sandy SILT; brown, damp. Some gravel content. Traces of grey silt nodules.
SAND; fine to coarse, brown, moist. Some iron staining.
Sandy GRAVEL; fine to coarse, subrounded to rounded, grey, moist. Sand is fine to coarse.
At 2.5m - Becoming moist to wet. Traces of cobbles.
End of borehole - Target depth reached.
Job Number
Page 9 of 13
Lot
Sheet
Technical Category
Client Site
DEPTH
SITE DIAGRAM COMMENTS
Ngāi Tahu Property Ltd
12 February 2016
356328
SITE INVESTIGATION RECORD TC1 Equivalent¹
1009
2 of 3
20 Troup Drive, Tower Junction
PO Box 9339, Christchurch 8149
Ph. (03) 379-4014 Fax. (03) 365-2449
See attached site plan
(356379 - G4 - Sheets 1 to 2)
SCALA PENETROMETER TESTS SOIL PROFILE
LOGGED BY:
Date Tested: Date Tested: 11 February 2016
1"Wigram Skies Subdivision Geotechnical Assessment", dated August
2013/Revision 1, prepared by Tonkin & Taylor Ltd.
GL
0.2
0.4
0.6
0.8
1.0
1.2
3.0
PLN/LAA CHECKED BY: MDS
Wigram Skies - Marama (Second Release) -
Neighbourhood 3D
1.4
1.6
1.8
2.0
2.2
2.4
2.6
2.8
3.4
[m]
3.2
Machine Auger at Test Location 'A'0 1 2 3 4 5 6 7 8 9 10 11 12 13 14 15
P3
Number of Blows per 100mm
Minimum penetration resistance (based on 300mm wide footing founded at 300mm depth) required for "Good Ground" as defined in the Acceptable Solutions and Verification Methods for NZBC Clause B1 Structure.
FILL: TOPSOIL, SILT; dry. Minor gravel content and rootlets.
Sandy GRAVEL; fine to coarse, subrounded to rounded, brown, dry. Sand is fine.
At 0.5m - Sand becomes fine to coarse. Becomes moist.
At 1.2m - Becomes moist to wet.
At 1.5m - Traces of cobbles present.
End of borehole - Refusal on compact gravel.
Job Number
Page 10 of 13
Lot
Sheet
Technical Category
Client Site
DEPTH
SITE DIAGRAM COMMENTS
Ngāi Tahu Property Ltd
12 February 2016
356328
SITE INVESTIGATION RECORD TC1 Equivalent¹
1009
3 of 3
20 Troup Drive, Tower Junction
PO Box 9339, Christchurch 8149
Ph. (03) 379-4014 Fax. (03) 365-2449
See attached site plan
(356379 - G4 - Sheets 1 to 2)
SCALA PENETROMETER TESTS SOIL PROFILE
LOGGED BY:
Date Tested: Date Tested: 11 February 2016
1"Wigram Skies Subdivision Geotechnical Assessment", dated August
2013/Revision 1, prepared by Tonkin & Taylor Ltd.
GL
0.2
0.4
0.6
0.8
1.0
1.2
3.0
PLN/LAA CHECKED BY: MDS
Wigram Skies - Marama (Second Release) -
Neighbourhood 3D
1.4
1.6
1.8
2.0
2.2
2.4
2.6
2.8
3.4
[m]
3.2
Machine Auger at Test Location 'C'0 1 2 3 4 5 6 7 8 9 10 11 12 13 14 15
P4 P5
Number of Blows per 100mm
Minimum penetration resistance (based on 300mm wide footing founded at 300mm depth) required for "Good Ground" as defined in the Acceptable Solutions and Verification Methods for NZBC Clause B1 Structure.
FILL: TOPSOIL, SILT; brown. Minor rootlets. Traces of gravel content.
FILL: Gravelly silty SAND; fine to medium, brown, moist. Gravel is fine to coarse subrounded to rounded. Traces of silt nodules.
Sandy GRAVEL; fine to coarse, subrounded to rounded, grey, moist.
At 1.5m - Traces of cobbles.
End of borehole - Refusal on compact gravel.
Job Number
Page 11 of 13
Lot
Sheet
Technical Category
Client Site
DEPTH
SITE DIAGRAM COMMENTS
Ngāi Tahu Property Ltd
12 February 2016
356328
SITE INVESTIGATION RECORD TC1 Equivalent¹
1011
1 of 3
20 Troup Drive, Tower Junction
PO Box 9339, Christchurch 8149
Ph. (03) 379-4014 Fax. (03) 365-2449
See attached site plan
(356379 - G4 - Sheets 1 to 2)
SCALA PENETROMETER TESTS SOIL PROFILE
LOGGED BY:
Date Tested: Date Tested: 11 February 2016
1"Wigram Skies Subdivision Geotechnical Assessment", dated August
2013/Revision 1, prepared by Tonkin & Taylor Ltd.
GL
0.2
0.4
0.6
0.8
1.0
1.2
3.0
PLN/LAA CHECKED BY: MDS
Wigram Skies - Marama (Second Release) -
Neighbourhood 3D
1.4
1.6
1.8
2.0
2.2
2.4
2.6
2.8
3.4
[m]
3.2
Machine Auger at Test Location 'A'0 1 2 3 4 5 6 7 8 9 10 11 12 13 14 15
P1 P2
Number of Blows per 100mm
Minimum penetration resistance (based on 300mm wide footing founded at 300mm depth) required for "Good Ground" as defined in the Acceptable Solutions and Verification Methods for NZBC Clause B1 Structure.
FILL: TOPSOIL, SILT; brown, dry. Minor gravel content and rootlets.
SAND; fine, grey. Minor iron staining.
At 0.5m - Sand is fine to medium.
Sandy GRAVEL; fine to coarse, subrounded to rounded, grey, moist. Sand is fine to coarse. Some iron staining.
At 1.7m - Becoming moist to wet.
At 2.4m - Traces of cobbles.
End of borehole - Target depth reached.
Job Number
Page 12 of 13
Lot
Sheet
Technical Category
Client Site
DEPTH
SITE DIAGRAM COMMENTS
Ngāi Tahu Property Ltd
12 February 2016
356328
SITE INVESTIGATION RECORD TC1 Equivalent¹
1011
2 of 3
20 Troup Drive, Tower Junction
PO Box 9339, Christchurch 8149
Ph. (03) 379-4014 Fax. (03) 365-2449
See attached site plan
(356379 - G4 - Sheets 1 to 2)
SCALA PENETROMETER TESTS SOIL PROFILE
LOGGED BY:
Date Tested: Date Tested: 11 February 2016
1"Wigram Skies Subdivision Geotechnical Assessment", dated August
2013/Revision 1, prepared by Tonkin & Taylor Ltd.
GL
0.2
0.4
0.6
0.8
1.0
1.2
3.0
PLN/LAA CHECKED BY: MDS
Wigram Skies - Marama (Second Release) -
Neighbourhood 3D
1.4
1.6
1.8
2.0
2.2
2.4
2.6
2.8
3.4
[m]
3.2
Machine Auger at Test Location 'B'0 1 2 3 4 5 6 7 8 9 10 11 12 13 14 15
P3 P4
Number of Blows per 100mm
Minimum penetration resistance (based on 300mm wide footing founded at 300mm depth) required for "Good Ground" as defined in the Acceptable Solutions and Verification Methods for NZBC Clause B1 Structure.
FILL: TOPSOIL, SILT; brown, dry. Minor gravel content and rootlets.
FILL: Gravelly silty SAND; fine to medium, brown, damp. Gravel is fine to coarse subrounded to rounded. Traces of silt nodules.
FILL: Silty sandy GRAVEL; fine to coarse, subrounded to rounded, brown, damp.
At 1.0m - Becoming grey with some grey silt nodules. Traces of cobbles and traces of debris (asphalt) present.
Sandy GRAVEL; fine to coarse, subrounded to rounded, grey, moist to wet. Sand is fine to coarse. Traces of iron staining.
At 2.5m - Some cobbles present.
End of borehole - Refusal on compact gravel.
Job Number
Page 13 of 13
Lot
Sheet
Technical Category
Client Site
DEPTH
SITE DIAGRAM COMMENTS
Ngāi Tahu Property Ltd
12 February 2016
356328
SITE INVESTIGATION RECORD TC1 Equivalent¹
1011
3 of 3
20 Troup Drive, Tower Junction
PO Box 9339, Christchurch 8149
Ph. (03) 379-4014 Fax. (03) 365-2449
See attached site plan
(356379 - G4 - Sheets 1 to 2)
SCALA PENETROMETER TESTS SOIL PROFILE
LOGGED BY:
Date Tested: Date Tested:
1"Wigram Skies Subdivision Geotechnical Assessment", dated August
2013/Revision 1, prepared by Tonkin & Taylor Ltd.
GL
0.2
0.4
0.6
0.8
1.0
1.2
3.0
CHECKED BY: MDS
Wigram Skies - Marama (Second Release) -
Neighbourhood 3D
1.4
1.6
1.8
2.0
2.2
2.4
2.6
2.8
3.4
[m]
3.2
0 1 2 3 4 5 6 7 8 9 10 11 12 13 14 15
P5
Number of Blows per 100mm
Minimum penetration resistance (based on 300mm wide footing founded at 300mm depth) required for "Good Ground" as defined in the Acceptable Solutions and Verification Methods for NZBC Clause B1 Structure.
356336_LH_mds_3D_3E_3H4_Foundation_Report.docx
Neighbourhood 3E – Ref: 356336
Job Number
Page 1 of 36
Lot
Sheet
Technical Category
Client Site
DEPTH
SITE DIAGRAM COMMENTS
LAA/PLN CHECKED BY: MDS
Wigram Skies - Marama (Second Release) -
Neighbourhood 3E
1.4
1.6
1.8
2.0
2.2
2.4
2.6
2.8
3.4
[m]
3.2
Machine Auger at Test Location 'A'
See attached site plan
(356379 - G4 - Sheets 1 to 2)
SCALA PENETROMETER TESTS SOIL PROFILE
LOGGED BY:
Date Tested: Date Tested: 9 February 2016
1"Wigram Skies Subdivision Geotechnical Assessment", dated August
2013/Revision 1, prepared by Tonkin & Taylor Ltd.
GL
0.2
0.4
0.6
0.8
1.0
1.2
3.0
Ngāi Tahu Property Ltd
9 February 2016
356336
SITE INVESTIGATION RECORD TC1 Equivalent¹
961
1 of 1
20 Troup Drive, Tower Junction
PO Box 9339, Christchurch 8149
Ph. (03) 379-4014 Fax. (03) 365-2449
0 1 2 3 4 5 6 7 8 9 10 11 12 13 14 15
P1 P2
Number of Blows per 100mm
Minimum penetration resistance (based on 300mm wide footing founded at 300mm depth) required for "Good Ground" as defined in the Acceptable Solutions and Verification Methods for NZBC Clause B1 Structure.
FILL: TOPSOIL, SILT; dark brown, dry. Minor fine to medium gravel. Traces of rootlets.
Silty SAND; brown, moist. Trace grey silt nodules and fine gravel.
Sandy GRAVEL; fine to coarse, rounded to subrounded, grey, moist, loose. Sand is fine to coarse.
At 1.1m - Traces of cobbles.
End of borehole - Refusal on compact gravel.
Job Number
Page 2 of 36
Lot
Sheet
Technical Category
Client Site
DEPTH
SITE DIAGRAM COMMENTS
LAA/PLN CHECKED BY: MDS
Wigram Skies - Marama (Second Release) -
Neighbourhood 3E
1.4
1.6
1.8
2.0
2.2
2.4
2.6
2.8
3.4
[m]
3.2
Machine Auger at Test Location 'A'
See attached site plan
(356379 - G4 - Sheets 1 to 2)
SCALA PENETROMETER TESTS SOIL PROFILE
LOGGED BY:
Date Tested: Date Tested: 9 February 2016
1"Wigram Skies Subdivision Geotechnical Assessment", dated August
2013/Revision 1, prepared by Tonkin & Taylor Ltd.
GL
0.2
0.4
0.6
0.8
1.0
1.2
3.0
Ngāi Tahu Property Ltd
9 February 2016
356336
SITE INVESTIGATION RECORD TC1 Equivalent¹
962
1 of 1
20 Troup Drive, Tower Junction
PO Box 9339, Christchurch 8149
Ph. (03) 379-4014 Fax. (03) 365-2449
0 1 2 3 4 5 6 7 8 9 10 11 12 13 14 15
P1 P2
Number of Blows per 100mm
Minimum penetration resistance (based on 300mm wide footing founded at 300mm depth) required for "Good Ground" as defined in the Acceptable Solutions and Verification Methods for NZBC Clause B1 Structure.
FILL: TOPSOIL, SILT; dark brown, damp. Minor rootlets and fine to medium gravel.
FILL: Silty SAND; fine to coarse, brown, damp. Some fine to coarse gravel content.
Sandy GRAVEL; fine to coarse, rounded to subrounded, grey, damp. Sand is fine to coarse.
At 1.4m - Some iron staining. Traces of cobbles.
End of borehole - Refusal on compact gravel.
Job Number
Page 3 of 36
Lot
Sheet
Technical Category
Client Site
DEPTH
SITE DIAGRAM COMMENTS
LAA/PLN CHECKED BY: MDS
Wigram Skies - Marama (Second Release) -
Neighbourhood 3E
1.4
1.6
1.8
2.0
2.2
2.4
2.6
2.8
3.4
[m]
3.2
Machine Auger at Test Location 'A'
See attached site plan
(356379 - G4 - Sheets 1 to 2)
SCALA PENETROMETER TESTS SOIL PROFILE
LOGGED BY:
Date Tested: Date Tested: 9 February 2016
1"Wigram Skies Subdivision Geotechnical Assessment", dated August
2013/Revision 1, prepared by Tonkin & Taylor Ltd.
GL
0.2
0.4
0.6
0.8
1.0
1.2
3.0
Ngāi Tahu Property Ltd
9 February 2016
356336
SITE INVESTIGATION RECORD TC1 Equivalent¹
963
1 of 1
20 Troup Drive, Tower Junction
PO Box 9339, Christchurch 8149
Ph. (03) 379-4014 Fax. (03) 365-2449
0 1 2 3 4 5 6 7 8 9 10 11 12 13 14 15
P1 P2
Number of Blows per 100mm
Minimum penetration resistance (based on 300mm wide footing founded at 300mm depth) required for "Good Ground" as defined in the Acceptable Solutions and Verification Methods for NZBC Clause B1 Structure.
FILL: TOPSOIL, SILT; dark brown, damp. Minor rootlets. Traces of fine to medium gravel.
Silty SAND; fine to medium, greyish brown, moist. Minor iron staining.
SAND; fine to medium, grey, moist. Traces of iron staining.
Sandy GRAVEL; fine to coarse with traces of cobbles, rounded to subrounded, grey, moist. Sand is fine to medium.
End of borehole - Refusal on compact gravel.
Job Number
Page 4 of 36
Lot
Sheet
Technical Category
Client Site
DEPTH
SITE DIAGRAM COMMENTS
LAA/PLN CHECKED BY: MDS
Wigram Skies - Marama (Second Release) -
Neighbourhood 3E
1.4
1.6
1.8
2.0
2.2
2.4
2.6
2.8
3.4
[m]
3.2
Machine Auger at Test Location 'A'
See attached site plan
(356379 - G4 - Sheets 1 to 2)
SCALA PENETROMETER TESTS SOIL PROFILE
LOGGED BY:
Date Tested: Date Tested: 10 February 2016
1"Wigram Skies Subdivision Geotechnical Assessment", dated August
2013/Revision 1, prepared by Tonkin & Taylor Ltd.
GL
0.2
0.4
0.6
0.8
1.0
1.2
3.0
Ngāi Tahu Property Ltd
9 February 2016
356336
SITE INVESTIGATION RECORD TC1 Equivalent¹
964
1 of 1
20 Troup Drive, Tower Junction
PO Box 9339, Christchurch 8149
Ph. (03) 379-4014 Fax. (03) 365-2449
0 1 2 3 4 5 6 7 8 9 10 11 12 13 14 15
P1 P2
Number of Blows per 100mm
Minimum penetration resistance (based on 300mm wide footing founded at 300mm depth) required for "Good Ground" as defined in the Acceptable Solutions and Verification Methods for NZBC Clause B1 Structure.
FILL: TOPSOIL, SILT; dark brown, damp. Minor gravel content.
FILL: Sandy SILT; brown, moist. Some grey silt nodules. Minor fine to coarse subrounded to rounded gravel content.
SAND; fine to medium, grey, moist.
Sandy GRAVEL; fine to coarse, subrounded to rounded, grey, moist. Sand is fine to coarse.
At 1.2m - Traces of cobbles.
At 1.5m - Becoming moist to wet.
End of borehole - Refusal on compact gravel.
Job Number
Page 5 of 36
Lot
Sheet
Technical Category
Client Site
DEPTH
SITE DIAGRAM COMMENTS
LAA/PLN CHECKED BY: MDS
Wigram Skies - Marama (Second Release) -
Neighbourhood 3E
1.4
1.6
1.8
2.0
2.2
2.4
2.6
2.8
3.4
[m]
3.2
Machine Auger at Test Location 'A'
See attached site plan
(356379 - G4 - Sheets 1 to 2)
SCALA PENETROMETER TESTS SOIL PROFILE
LOGGED BY:
Date Tested: Date Tested: 10 February 2016
1"Wigram Skies Subdivision Geotechnical Assessment", dated August
2013/Revision 1, prepared by Tonkin & Taylor Ltd.
GL
0.2
0.4
0.6
0.8
1.0
1.2
3.0
Ngāi Tahu Property Ltd
9 February 2016
356336
SITE INVESTIGATION RECORD TC1 Equivalent¹
965
1 of 1
20 Troup Drive, Tower Junction
PO Box 9339, Christchurch 8149
Ph. (03) 379-4014 Fax. (03) 365-2449
0 1 2 3 4 5 6 7 8 9 10 11 12 13 14 15
P1 P2
Number of Blows per 100mm
Minimum penetration resistance (based on 300mm wide footing founded at 300mm depth) required for "Good Ground" as defined in the Acceptable Solutions and Verification Methods for NZBC Clause B1 Structure.
FILL: TOPSOIL, SILT; dark brown, damp. Minor gravel content and rootlets.
FILL: Sandy SILT; brownish grey, damp. Minor fine to medium gravel content and grey silt nodules.
Silty SAND; grey, damp. Some iron staining.
Sandy GRAVEL; fine to coarse, subrounded to rounded, grey, moist. Sand is fine to medium.
At 1.2m - Sand becomes fine to coarse. Becomes moist to wet. Traces of cobbles.
End of borehole - Refusal on compact gravel.
Job Number
Page 6 of 36
Lot
Sheet
Technical Category
Client Site
DEPTH
SITE DIAGRAM COMMENTS
Ngāi Tahu Property Ltd
9 February 2016
356336
SITE INVESTIGATION RECORD TC1 Equivalent¹
966
1 of 1
20 Troup Drive, Tower Junction
PO Box 9339, Christchurch 8149
Ph. (03) 379-4014 Fax. (03) 365-2449
See attached site plan
(356379 - G4 - Sheets 1 to 2)
SCALA PENETROMETER TESTS SOIL PROFILE
LOGGED BY:
Date Tested: Date Tested: 10 February 2016
1"Wigram Skies Subdivision Geotechnical Assessment", dated August
2013/Revision 1, prepared by Tonkin & Taylor Ltd.
GL
0.2
0.4
0.6
0.8
1.0
1.2
3.0
LAA/PLN CHECKED BY: MDS
Wigram Skies - Marama (Second Release) -
Neighbourhood 3E
1.4
1.6
1.8
2.0
2.2
2.4
2.6
2.8
3.4
[m]
3.2
Machine Auger at Test Location 'A'0 1 2 3 4 5 6 7 8 9 10 11 12 13 14 15
P1 P2
Number of Blows per 100mm
Minimum penetration resistance (based on 300mm wide footing founded at 300mm depth) required for "Good Ground" as defined in the Acceptable Solutions and Verification Methods for NZBC Clause B1 Structure.
FILL: TOPSOIL, SILT; dark brown, damp. Minor fine to coarse gravel. Traces of rootlets.
FILL: Sandy SILT; brown, damp. Minor fine to coarse subrounded to rounded gravel content. Traces of grey silt nodules.
SAND; fine to medium, grey, moist. Some gravel content.
Sandy GRAVEL; fine to coarse, subrounded to rounded, grey, moist. Sand is fine to medium.
At 1.2m - Sand becoming fine to coarse. Becoming moist to wet.
At 1.7m - Becoming wet.
End of borehole - Refusal on compact gravel.
Job Number
Page 7 of 36
Lot
Sheet
Technical Category
Client Site
DEPTH
SITE DIAGRAM COMMENTS
Ngāi Tahu Property Ltd
9 February 2016
356336
SITE INVESTIGATION RECORD TC1 Equivalent¹
967
1 of 1
20 Troup Drive, Tower Junction
PO Box 9339, Christchurch 8149
Ph. (03) 379-4014 Fax. (03) 365-2449
See attached site plan
(356379 - G4 - Sheets 1 to 2)
SCALA PENETROMETER TESTS SOIL PROFILE
LOGGED BY:
Date Tested: Date Tested: 10 February 2016
1"Wigram Skies Subdivision Geotechnical Assessment", dated August
2013/Revision 1, prepared by Tonkin & Taylor Ltd.
GL
0.2
0.4
0.6
0.8
1.0
1.2
3.0
LAA/PLN CHECKED BY: MDS
Wigram Skies - Marama (Second Release) -
Neighbourhood 3E
1.4
1.6
1.8
2.0
2.2
2.4
2.6
2.8
3.4
[m]
3.2
Machine Auger at Test Location 'A'0 1 2 3 4 5 6 7 8 9 10 11 12 13 14 15
P1 P2
Number of Blows per 100mm
Minimum penetration resistance (based on 300mm wide footing founded at 300mm depth) required for "Good Ground" as defined in the Acceptable Solutions and Verification Methods for NZBC Clause B1 Structure.
FILL: TOPSOIL, SILT; dark brown, damp. Some gravel content. Minor rootlets.
FILL: Silty SAND; fine, brown, moist. Minor grey silt nodules. Traces of fine to coarse subrounded to subangular gravel.
Sandy GRAVEL; fine to coarse, subrounded to rounded, grey, moist. Sand is fine to medium. Minor iron staining.
At 1.6m - Becomes moist to wet. Traces of cobbles.
End of borehole - Refusal on compact gravel.
Job Number
Page 8 of 36
Lot
Sheet
Technical Category
Client Site
DEPTH
SITE DIAGRAM COMMENTS
LAA/PLN CHECKED BY: MDS
Wigram Skies - Marama (Second Release) -
Neighbourhood 3E
1.4
1.6
1.8
2.0
2.2
2.4
2.6
2.8
3.4
[m]
3.2
Machine Auger at Test Location 'A'
See attached site plan
(356379 - G4 - Sheets 1 to 2)
SCALA PENETROMETER TESTS SOIL PROFILE
LOGGED BY:
Date Tested: Date Tested: 10 February 2016
1"Wigram Skies Subdivision Geotechnical Assessment", dated August
2013/Revision 1, prepared by Tonkin & Taylor Ltd.
GL
0.2
0.4
0.6
0.8
1.0
1.2
3.0
Ngāi Tahu Property Ltd
5 March 2016
356336
SITE INVESTIGATION RECORD TC1 Equivalent¹
968
1 of 1
20 Troup Drive, Tower Junction
PO Box 9339, Christchurch 8149
Ph. (03) 379-4014 Fax. (03) 365-2449
0 1 2 3 4 5 6 7 8 9 10 11 12 13 14 15
P1 P2
Number of Blows per 100mm
Minimum penetration resistance (based on 300mm wide footing founded at 300mm depth) required for "Good Ground" as defined in the Acceptable Solutions and Verification Methods for NZBC Clause B1 Structure.
FILL: TOPSOIL, SILT; dark brown, damp. Minor rootlets.
FILL: Silty SAND; fine to medium, brown, moist. Some fine to medium gravel. Minor grey silt nodules.
Sandy GRAVEL; fine to coarse, subrounded to rounded, grey, moist. Sand is fine to medium.
At 0.9m - Sand becomes fine to coarse. Traces of cobbles.
End of borehole - Refusal on compact gravel.
Job Number
Page 9 of 36
Lot
Sheet
Technical Category
Client Site
DEPTH
SITE DIAGRAM COMMENTS
Ngāi Tahu Property Ltd
12 February 2016
356336
SITE INVESTIGATION RECORD TC1 Equivalent¹
969
1 of 1
20 Troup Drive, Tower Junction
PO Box 9339, Christchurch 8149
Ph. (03) 379-4014 Fax. (03) 365-2449
See attached site plan
(356379 - G4 - Sheets 1 to 2)
SCALA PENETROMETER TESTS SOIL PROFILE
LOGGED BY:
Date Tested: Date Tested: 10 February 2016
1"Wigram Skies Subdivision Geotechnical Assessment", dated August
2013/Revision 1, prepared by Tonkin & Taylor Ltd.
GL
0.2
0.4
0.6
0.8
1.0
1.2
3.0
LAA/PLN CHECKED BY: MDS
Wigram Skies - Marama (Second Release) -
Neighbourhood 3E
1.4
1.6
1.8
2.0
2.2
2.4
2.6
2.8
3.4
[m]
3.2
Machine Auger at Test Location 'A'0 1 2 3 4 5 6 7 8 9 10 11 12 13 14 15
P1 P2
Number of Blows per 100mm
Minimum penetration resistance (based on 300mm wide footing founded at 300mm depth) required for "Good Ground" as defined in the Acceptable Solutions and Verification Methods for NZBC Clause B1 Structure.
FILL: TOPSOIL, SILT; dark brown, damp. Minor gravel content and rootlets.
FILL: Silty SAND; fine to medium, brown, moist. Minor fine to coarse gravel content and brown silt nodules.
Sandy GRAVEL; fine to coarse, subrounded to rounded, grey, moist. Sand is fine to coarse.
At 1.3m - Traces of cobbles.
End of borehole - Refusal on compact gravel.
Job Number
Page 10 of 36
Lot
Sheet
Technical Category
Client Site
DEPTH
SITE DIAGRAM COMMENTS
LAA/PLN CHECKED BY: MDS
Wigram Skies - Marama (Second Release) -
Neighbourhood 3E
1.4
1.6
1.8
2.0
2.2
2.4
2.6
2.8
3.4
[m]
3.2
Machine Auger at Test Location 'A'
See attached site plan
(356379 - G4 - Sheets 1 to 2)
SCALA PENETROMETER TESTS SOIL PROFILE
LOGGED BY:
Date Tested: Date Tested: 10 February 2016
1"Wigram Skies Subdivision Geotechnical Assessment", dated August
2013/Revision 1, prepared by Tonkin & Taylor Ltd.
GL
0.2
0.4
0.6
0.8
1.0
1.2
3.0
Ngāi Tahu Property Ltd
12 February 2016
356336
SITE INVESTIGATION RECORD TC1 Equivalent¹
970
1 of 2
20 Troup Drive, Tower Junction
PO Box 9339, Christchurch 8149
Ph. (03) 379-4014 Fax. (03) 365-2449
0 1 2 3 4 5 6 7 8 9 10 11 12 13 14 15
P1 P2
Number of Blows per 100mm
Minimum penetration resistance (based on 300mm wide footing founded at 300mm depth) required for "Good Ground" as defined in the Acceptable Solutions and Verification Methods for NZBC Clause B1 Structure.
FILL: TOPSOIL, SILT; dark brown, damp. Minor gravel content and rootlets.
FILL: Silty SAND; fine to medium, brown, moist. Minor gravel content and minor grey silt nodules.
Sandy GRAVEL; fine to coarse, subrounded to rounded, brownish grey, moist. Sand is fine to medium.
At 1.2m - Sand becomes fine to coarse. Becomes moist to wet.
End of borehole - Refusal on compact gravel.
Job Number
Page 11 of 36
Lot
Sheet
Technical Category
Client Site
DEPTH
SITE DIAGRAM COMMENTS
Ngāi Tahu Property Ltd
P3 = 12 February 2016
356336
SITE INVESTIGATION RECORD TC1 Equivalent¹
970
2 of 2
20 Troup Drive, Tower Junction
PO Box 9339, Christchurch 8149
Ph. (03) 379-4014 Fax. (03) 365-2449
See attached site plan
(356379 - G4 - Sheets 1 to 2)
SCALA PENETROMETER TESTS SOIL PROFILE
LOGGED BY:
Date Tested: Date Tested:
1"Wigram Skies Subdivision Geotechnical Assessment", dated August
2013/Revision 1, prepared by Tonkin & Taylor Ltd.
GL
0.2
0.4
0.6
0.8
1.0
1.2
3.0
CHECKED BY: MDS
Wigram Skies - Marama (Second Release) -
Neighbourhood 3E
1.4
1.6
1.8
2.0
2.2
2.4
2.6
2.8
3.4
[m]
3.2
0 1 2 3 4 5 6 7 8 9 10 11 12 13 14 15
P3
Number of Blows per 100mm
Minimum penetration resistance (based on 300mm wide footing founded at 300mm depth) required for "Good Ground" as defined in the Acceptable Solutions and Verification Methods for NZBC Clause B1 Structure.
Job Number
Page 12 of 36
Lot
Sheet
Technical Category
Client Site
DEPTH
SITE DIAGRAM COMMENTS
Ngāi Tahu Property Ltd
12 February 2016
356336
SITE INVESTIGATION RECORD TC1 Equivalent¹
971
1 of 2
20 Troup Drive, Tower Junction
PO Box 9339, Christchurch 8149
Ph. (03) 379-4014 Fax. (03) 365-2449
See attached site plan
(356379 - G4 - Sheets 1 to 2)
SCALA PENETROMETER TESTS SOIL PROFILE
LOGGED BY:
Date Tested: Date Tested:
1"Wigram Skies Subdivision Geotechnical Assessment", dated August
2013/Revision 1, prepared by Tonkin & Taylor Ltd.
GL
0.2
0.4
0.6
0.8
1.0
1.2
3.0
CHECKED BY: MDS
Wigram Skies - Marama (Second Release) -
Neighbourhood 3E
1.4
1.6
1.8
2.0
2.2
2.4
2.6
2.8
3.4
[m]
3.2
0 1 2 3 4 5 6 7 8 9 10 11 12 13 14 15
P1 P2
Number of Blows per 100mm
Minimum penetration resistance (based on 300mm wide footing founded at 300mm depth) required for "Good Ground" as defined in the Acceptable Solutions and Verification Methods for NZBC Clause B1 Structure.
Job Number
Page 13 of 36
Lot
Sheet
Technical Category
Client Site
DEPTH
SITE DIAGRAM COMMENTS
Ngāi Tahu Property Ltd
P3 = 12 February 2016
356336
SITE INVESTIGATION RECORD TC1 Equivalent¹
971
2 of 2
20 Troup Drive, Tower Junction
PO Box 9339, Christchurch 8149
Ph. (03) 379-4014 Fax. (03) 365-2449
See attached site plan
(356379 - G4 - Sheets 1 to 2)
SCALA PENETROMETER TESTS SOIL PROFILE
LOGGED BY:
Date Tested: Date Tested: 10 February 2016
1"Wigram Skies Subdivision Geotechnical Assessment", dated August
2013/Revision 1, prepared by Tonkin & Taylor Ltd.
GL
0.2
0.4
0.6
0.8
1.0
1.2
3.0
LAA/PLN CHECKED BY: MDS
Wigram Skies - Marama (Second Release) -
Neighbourhood 3E
1.4
1.6
1.8
2.0
2.2
2.4
2.6
2.8
3.4
[m]
3.2
Machine Auger at Test Location 'A'0 1 2 3 4 5 6 7 8 9 10 11 12 13 14 15
P3
Number of Blows per 100mm
Minimum penetration resistance (based on 300mm wide footing founded at 300mm depth) required for "Good Ground" as defined in the Acceptable Solutions and Verification Methods for NZBC Clause B1 Structure.
FILL: TOPSOIL, SILT; dark brown, damp. Minor gravel content and rootlets.
Sandy SILT; brown, moist. Minor fine to coarse gravel content.
Sandy GRAVEL; fine to coarse, subrounded to rounded, grey, moist.
At 1.5m - Becoming moist to wet. Some cobbles.
End of borehole - Refusal on compact gravel.
Job Number
Page 14 of 36
Lot
Sheet
Technical Category
Client Site
DEPTH
SITE DIAGRAM COMMENTS
Ngāi Tahu Property Ltd
P1 = 5 March 2016 P2 = 12 February 2016
356336
SITE INVESTIGATION RECORD TC1 Equivalent¹
972
1 of 1
20 Troup Drive, Tower Junction
PO Box 9339, Christchurch 8149
Ph. (03) 379-4014 Fax. (03) 365-2449
See attached site plan
(356379 - G4 - Sheets 1 to 2)
SCALA PENETROMETER TESTS SOIL PROFILE
LOGGED BY:
Date Tested: Date Tested: 11 February 2016
1"Wigram Skies Subdivision Geotechnical Assessment", dated August
2013/Revision 1, prepared by Tonkin & Taylor Ltd.
GL
0.2
0.4
0.6
0.8
1.0
1.2
3.0
LAA/PLN CHECKED BY: MDS
Wigram Skies - Marama (Second Release) -
Neighbourhood 3E
1.4
1.6
1.8
2.0
2.2
2.4
2.6
2.8
3.4
[m]
3.2
Machine Auger at Test Location 'A'0 1 2 3 4 5 6 7 8 9 10 11 12 13 14 15
P1 P2
Number of Blows per 100mm
Minimum penetration resistance (based on 300mm wide footing founded at 300mm depth) required for "Good Ground" as defined in the Acceptable Solutions and Verification Methods for NZBC Clause B1 Structure.
FILL: TOPSOIL, SILT; brown. Minor rootlets. Traces of gravel content.
Sandy GRAVEL; fine to coarse, subrounded to rounded, brownish grey, loose, damp. Sand is fine to coarse.
At 1.1m - Becoming moist.
At 1.5m - Traces of cobbles.
End of borehole - Refusal on compact gravel.
Job Number
Page 15 of 36
Lot
Sheet
Technical Category
Client Site
DEPTH
SITE DIAGRAM COMMENTS
Ngāi Tahu Property Ltd
P1 = 12 February 2016 P2 = 5 March 2016
356336
SITE INVESTIGATION RECORD TC1 Equivalent¹
973
1 of 1
20 Troup Drive, Tower Junction
PO Box 9339, Christchurch 8149
Ph. (03) 379-4014 Fax. (03) 365-2449
See attached site plan
(356379 - G4 - Sheets 1 to 2)
SCALA PENETROMETER TESTS SOIL PROFILE
LOGGED BY:
Date Tested: Date Tested: 10 February 2016
1"Wigram Skies Subdivision Geotechnical Assessment", dated August
2013/Revision 1, prepared by Tonkin & Taylor Ltd.
GL
0.2
0.4
0.6
0.8
1.0
1.2
3.0
LAA/PLN CHECKED BY: MDS
Wigram Skies - Marama (Second Release) -
Neighbourhood 3E
1.4
1.6
1.8
2.0
2.2
2.4
2.6
2.8
3.4
[m]
3.2
Machine Auger at Test Location 'A'0 1 2 3 4 5 6 7 8 9 10 11 12 13 14 15
P1 P2
Number of Blows per 100mm
Minimum penetration resistance (based on 300mm wide footing founded at 300mm depth) required for "Good Ground" as defined in the Acceptable Solutions and Verification Methods for NZBC Clause B1 Structure.
FILL: TOPSOIL, SILT; dark brown, dry. Minor rootlets. Traces of gravel content.
Silty SAND; grey, moist. Some iron staining.
SAND; fine, grey, moist. Some iron staining.
Sandy GRAVEL; fine to coarse, subrounded to rounded, grey, moist. Sand is fine to coarse. Traces of iron staining.
At 1.5m - Becoming brown. Traces of cobbles.
End of borehole - Refusal on compact gravel.
Job Number
Page 16 of 36
Lot
Sheet
Technical Category
Client Site
DEPTH
SITE DIAGRAM COMMENTS
Ngāi Tahu Property Ltd
12 February 2016
356336
SITE INVESTIGATION RECORD TC1 Equivalent¹
974
1 of 1
20 Troup Drive, Tower Junction
PO Box 9339, Christchurch 8149
Ph. (03) 379-4014 Fax. (03) 365-2449
See attached site plan
(356379 - G4 - Sheets 1 to 2)
SCALA PENETROMETER TESTS SOIL PROFILE
LOGGED BY:
Date Tested: Date Tested: 10 February 2016
1"Wigram Skies Subdivision Geotechnical Assessment", dated August
2013/Revision 1, prepared by Tonkin & Taylor Ltd.
GL
0.2
0.4
0.6
0.8
1.0
1.2
3.0
LAA/PLN CHECKED BY: MDS
Wigram Skies - Marama (Second Release) -
Neighbourhood 3E
1.4
1.6
1.8
2.0
2.2
2.4
2.6
2.8
3.4
[m]
3.2
Machine Auger at Test Location 'A'0 1 2 3 4 5 6 7 8 9 10 11 12 13 14 15
P1 P2
Number of Blows per 100mm
Minimum penetration resistance (based on 300mm wide footing founded at 300mm depth) required for "Good Ground" as defined in the Acceptable Solutions and Verification Methods for NZBC Clause B1 Structure.
FILL: TOPSOIL, SILT; dark brown, damp. Traces of rootlets.
FILL: Sandy SILT; brown, moist. Traces of silt nodules. SAND; fine to medium, grey, moist.
Sandy GRAVEL; fine to coarse, brownish grey, moist. Sand is fine to coarse.
At 1.8m - Becoming moist to wet. Traces of cobbles.
End of borehole - Refusal on compact gravel.
Job Number
Page 17 of 36
Lot
Sheet
Technical Category
Client Site
DEPTH
SITE DIAGRAM COMMENTS
Ngāi Tahu Property Ltd
12 February 2016
356336
SITE INVESTIGATION RECORD TC1 Equivalent¹
975
1 of 1
20 Troup Drive, Tower Junction
PO Box 9339, Christchurch 8149
Ph. (03) 379-4014 Fax. (03) 365-2449
See attached site plan
(356379 - G4 - Sheets 1 to 2)
SCALA PENETROMETER TESTS SOIL PROFILE
LOGGED BY:
Date Tested: Date Tested: 11 February 2016
1"Wigram Skies Subdivision Geotechnical Assessment", dated August
2013/Revision 1, prepared by Tonkin & Taylor Ltd.
GL
0.2
0.4
0.6
0.8
1.0
1.2
3.0
LAA/PLN CHECKED BY: MDS
Wigram Skies - Marama (Second Release) -
Neighbourhood 3E
1.4
1.6
1.8
2.0
2.2
2.4
2.6
2.8
3.4
[m]
3.2
Machine Auger at Test Location 'A'0 1 2 3 4 5 6 7 8 9 10 11 12 13 14 15
P1 P2
Number of Blows per 100mm
Minimum penetration resistance (based on 300mm wide footing founded at 300mm depth) required for "Good Ground" as defined in the Acceptable Solutions and Verification Methods for NZBC Clause B1 Structure.
FILL: TOPSOIL, SILT; brown. Minor rootlets. Traces of gravel.
Silty SAND; fine, grey, damp. Some iron staining.
SAND; fine, grey, damp. Some iron staining.
Sandy GRAVEL; fine to coarse, subrounded to rounded, grey, moist. Sand is fine to coarse. Some iron staining.
At 1.7m - Gravel becomes loose.
At 2.4m - Traces of cobbles. Traces of iron staining.
End of borehole - Target depth reached.
Job Number
Page 18 of 36
Lot
Sheet
Technical Category
Client Site
DEPTH
SITE DIAGRAM COMMENTS
LAA/PLN CHECKED BY: MDS
Wigram Skies - Marama (Second Release) -
Neighbourhood 3E
1.4
1.6
1.8
2.0
2.2
2.4
2.6
2.8
3.4
[m]
3.2
Machine Auger at Test Location 'A'
See attached site plan
(356379 - G4 - Sheets 1 to 2)
SCALA PENETROMETER TESTS SOIL PROFILE
LOGGED BY:
Date Tested: Date Tested: 11 February 2016
1"Wigram Skies Subdivision Geotechnical Assessment", dated August
2013/Revision 1, prepared by Tonkin & Taylor Ltd.
GL
0.2
0.4
0.6
0.8
1.0
1.2
3.0
Ngāi Tahu Property Ltd
5 March 2016
356336
SITE INVESTIGATION RECORD TC1 Equivalent¹
976
1 of 1
20 Troup Drive, Tower Junction
PO Box 9339, Christchurch 8149
Ph. (03) 379-4014 Fax. (03) 365-2449
0 1 2 3 4 5 6 7 8 9 10 11 12 13 14 15
P1 P2
Number of Blows per 100mm
Minimum penetration resistance (based on 300mm wide footing founded at 300mm depth) required for "Good Ground" as defined in the Acceptable Solutions and Verification Methods for NZBC Clause B1 Structure.
FILL: TOPSOIL, silty SAND; dark brown, damp. Minor fine to medium, subrounded to rounded, poorly graded gravel content.
FILL: Sandy SILT; greyish brown, damp. Minor dark brown silt nodules. Traces of iron staining.
Sandy SILT; brown, moist. Some iron staining.
SAND; fine to medium, brown, moist. Some iron staining.
Sandy GRAVEL; fine to coarse, subrounded to rounded, grey, loose, moist to wet. Sand is fine to coarse.
At 1.4m - Some iron staining.
End of borehole - Refusal on compact gravel.
Job Number
Page 19 of 36
Lot
Sheet
Technical Category
Client Site
DEPTH
SITE DIAGRAM COMMENTS
LAA/PLN CHECKED BY: MDS
Wigram Skies - Marama (Second Release) -
Neighbourhood 3E
1.4
1.6
1.8
2.0
2.2
2.4
2.6
2.8
3.4
[m]
3.2
Machine Auger at Test Location 'A'
See attached site plan
(356379 - G4 - Sheets 1 to 2)
SCALA PENETROMETER TESTS SOIL PROFILE
LOGGED BY:
Date Tested: Date Tested: 11 February 2016
1"Wigram Skies Subdivision Geotechnical Assessment", dated August
2013/Revision 1, prepared by Tonkin & Taylor Ltd.
GL
0.2
0.4
0.6
0.8
1.0
1.2
3.0
Ngāi Tahu Property Ltd
5 March 2016
356336
SITE INVESTIGATION RECORD TC1 Equivalent¹
977
1 of 1
20 Troup Drive, Tower Junction
PO Box 9339, Christchurch 8149
Ph. (03) 379-4014 Fax. (03) 365-2449
0 1 2 3 4 5 6 7 8 9 10 11 12 13 14 15
P1 P2
Number of Blows per 100mm
Minimum penetration resistance (based on 300mm wide footing founded at 300mm depth) required for "Good Ground" as defined in the Acceptable Solutions and Verification Methods for NZBC Clause B1 Structure.
FILL: TOPSOIL, SAND; brown, dry. Minor fine to medium, poorly graded gravel content. Traces of rootlets.
FILL: SAND; fine, brown, dry. Minor subrounded to rounded gravel content.
Sandy GRAVEL; fine to coarse with traces of cobbles, subrounded to rounded, brownish grey, moist. Sand is fine to coarse.
At 1.6m - Becoming moist to wet.
End of borehole - Refusal on compact gravel.
Job Number
Page 20 of 36
Lot
Sheet
Technical Category
Client Site
DEPTH
SITE DIAGRAM COMMENTS
Ngai Tahu Property Ltd
P1 = 8 March 2016 P2 = 5 March 2016
356336
SITE INVESTIGATION RECORD
20 Troup Drive, Tower Junction
PO Box 9339, Christchurch 8149
Ph. (03) 379-4014 Fax. (03) 365-2449
TC1 Equivalent¹
978
1 of 1
See attached site plan
(356379 - G4 - Sheets 1 to 2)
SCALA PENETROMETER TESTS SOIL PROFILE
LOGGED BY:
Date Tested: Date Tested: 10 February 2016
1"Wigram Skies Subdivision Geotechnical Assessment", dated August
2013/Revision 1, prepared by Tonkin & Taylor Ltd.
Note: "P1" is a hand Scala penetrometer test, and "P2" is a Hydraulic
Penetrometer test.
GL
0.2
0.4
0.6
0.8
1.0
1.2
3.0
LAA/PLN CHECKED BY: MDS
Wigram Skies - Marama (Second Release) -
Neighbourhood 3E
1.4
1.6
1.8
2.0
2.2
2.4
2.6
2.8
3.4
[m]
3.2
Machine Auger at Test Location 'A'0 1 2 3 4 5 6 7 8 9 10 11 12 13 14 15
P1 P2
Number of Blows per 100mm
Minimum penetration resistance (based on 300mm wide footing founded at 300mm depth) required for "Good Ground" as defined in the Acceptable Solutions and Verification Methods for NZBC Clause B1 Structure.
FILL: TOPSOIL, silty SAND; dark brown, dry. Traces of gravel content and rootlets.
FILL: Gravelly silty SAND; fine to medium, brown, damp. Gravel is fine to medium, subrounded to rounded, poorly graded.
Sandy GRAVEL; fine to coarse with some cobbles, subrounded to rounded, grey, moist. Sand is fine to medium.
At 0.85m - Sand becomes fine to coarse.
Gravelly SAND; fine to coarse, grey, moist. Gravel is fine to coarse, subrounded to rounded.
Sandy GRAVEL; fine to coarse with traces of cobbles, subrounded to rounded, grey, moist. Sand is fine to coarse.
At 2.05m - Becoming moist to wet.
End of borehole - Refusal on compact gravel.
Job Number
Page 21 of 36
Lot
Sheet
Technical Category
Client Site
DEPTH
SITE DIAGRAM COMMENTS
Ngāi Tahu Property Ltd
9 February 2016
356336
SITE INVESTIGATION RECORD TC1 Equivalent¹
979
1 of 1
20 Troup Drive, Tower Junction
PO Box 9339, Christchurch 8149
Ph. (03) 379-4014 Fax. (03) 365-2449
See attached site plan
(356379 - G4 - Sheets 1 to 2)
SCALA PENETROMETER TESTS SOIL PROFILE
LOGGED BY:
Date Tested: Date Tested: 9 February 2016
1"Wigram Skies Subdivision Geotechnical Assessment", dated August
2013/Revision 1, prepared by Tonkin & Taylor Ltd.
GL
0.2
0.4
0.6
0.8
1.0
1.2
3.0
LAA/PLN CHECKED BY: MDS
Wigram Skies - Marama (Second Release) -
Neighbourhood 3E
1.4
1.6
1.8
2.0
2.2
2.4
2.6
2.8
3.4
[m]
3.2
Machine Auger at Test Location 'A'0 1 2 3 4 5 6 7 8 9 10 11 12 13 14 15
P1 P2
Number of Blows per 100mm
Minimum penetration resistance (based on 300mm wide footing founded at 300mm depth) required for "Good Ground" as defined in the Acceptable Solutions and Verification Methods for NZBC Clause B1 Structure.
FILL: TOPSOIL, SILT; dark brown, damp. Minor gravel content and rootlets.
Gravelly silty SAND; fine to medium, brown, damp. Gravel is fine to coarse, subrounded to rounded.
Sandy GRAVEL; fine to coarse, subrounded to rounded, grey, loose, damp. Sand is fine to coarse.
At 1.3m - Becoming moist with traces of silt and cobbles.
End of borehole - Refusal on compact gravel.
Job Number
Page 22 of 36
Lot
Sheet
Technical Category
Client Site
DEPTH
SITE DIAGRAM COMMENTS
Ngāi Tahu Property Ltd
9 February 2016
356336
SITE INVESTIGATION RECORD TC1 Equivalent¹
980
1 of 1
20 Troup Drive, Tower Junction
PO Box 9339, Christchurch 8149
Ph. (03) 379-4014 Fax. (03) 365-2449
See attached site plan
(356379 - G4 - Sheets 1 to 2)
SCALA PENETROMETER TESTS SOIL PROFILE
LOGGED BY:
Date Tested: Date Tested: 9 February 2016
1"Wigram Skies Subdivision Geotechnical Assessment", dated August
2013/Revision 1, prepared by Tonkin & Taylor Ltd.
GL
0.2
0.4
0.6
0.8
1.0
1.2
3.0
LAA/PLN CHECKED BY: MDS
Wigram Skies - Marama (Second Release) -
Neighbourhood 3E
1.4
1.6
1.8
2.0
2.2
2.4
2.6
2.8
3.4
[m]
3.2
Machine Auger at Test Location 'A'0 1 2 3 4 5 6 7 8 9 10 11 12 13 14 15
P1 P2
Number of Blows per 100mm
Minimum penetration resistance (based on 300mm wide footing founded at 300mm depth) required for "Good Ground" as defined in the Acceptable Solutions and Verification Methods for NZBC Clause B1 Structure.
FILL: TOPSOIL, SILT; dark brown, damp. Minor fine to coarse subrounded to rounded gravel content.
Silty SAND; brownish grey, damp. Some iron staining.
Sandy GRAVEL; fine to coarse, subrounded to rounded, grey, damp. Sand is fine to medium.
At 1.2m - Sand becomes fine to coarse. Loose.
At 1.7m - Becomes moist. Traces of cobbles.
End of borehole - Refusal on compact gravel.
Job Number
Page 23 of 36
Lot
Sheet
Technical Category
Client Site
DEPTH
SITE DIAGRAM COMMENTS
Ngāi Tahu Property Ltd
9 February 2016
356336
SITE INVESTIGATION RECORD TC1 Equivalent¹
981
1 of 1
20 Troup Drive, Tower Junction
PO Box 9339, Christchurch 8149
Ph. (03) 379-4014 Fax. (03) 365-2449
See attached site plan
(356379 - G4 - Sheets 1 to 2)
SCALA PENETROMETER TESTS SOIL PROFILE
LOGGED BY:
Date Tested: Date Tested: 9 February 2016
1"Wigram Skies Subdivision Geotechnical Assessment", dated August
2013/Revision 1, prepared by Tonkin & Taylor Ltd.
GL
0.2
0.4
0.6
0.8
1.0
1.2
3.0
LAA/PLN CHECKED BY: MDS
Wigram Skies - Marama (Second Release) -
Neighbourhood 3E
1.4
1.6
1.8
2.0
2.2
2.4
2.6
2.8
3.4
[m]
3.2
Machine Auger at Test Location 'A'0 1 2 3 4 5 6 7 8 9 10 11 12 13 14 15
P1 P2
Number of Blows per 100mm
Minimum penetration resistance (based on 300mm wide footing founded at 300mm depth) required for "Good Ground" as defined in the Acceptable Solutions and Verification Methods for NZBC Clause B1 Structure.
FILL: TOPSOIL, SILT; brown, dry. Traces of gravel content and rootlets.
Sandy SILT; brownish grey, damp. Some iron staining.
Sandy GRAVEL; fine to coarse, brownish grey, damp. Sand is fine to medium.
At 1.3m - Sand becomes fine to coarse. Becoming dry and loose.
At 1.7m - Becoming brown and moist with traces of cobbles.
End of borehole - Refusal on compact gravel.
Job Number
Page 24 of 36
Lot
Sheet
Technical Category
Client Site
DEPTH
SITE DIAGRAM COMMENTS
Ngāi Tahu Property Ltd
9 February 2016
356336
SITE INVESTIGATION RECORD TC1 Equivalent¹
982
1 of 1
20 Troup Drive, Tower Junction
PO Box 9339, Christchurch 8149
Ph. (03) 379-4014 Fax. (03) 365-2449
See attached site plan
(356379 - G4 - Sheets 1 to 2)
SCALA PENETROMETER TESTS SOIL PROFILE
LOGGED BY:
Date Tested: Date Tested: 9 February 2016
1"Wigram Skies Subdivision Geotechnical Assessment", dated August
2013/Revision 1, prepared by Tonkin & Taylor Ltd.
GL
0.2
0.4
0.6
0.8
1.0
1.2
3.0
LAA/PLN CHECKED BY: MDS
Wigram Skies - Marama (Second Release) -
Neighbourhood 3E
1.4
1.6
1.8
2.0
2.2
2.4
2.6
2.8
3.4
[m]
3.2
Machine Auger at Test Location 'A'0 1 2 3 4 5 6 7 8 9 10 11 12 13 14 15
P1 P2
Number of Blows per 100mm
Minimum penetration resistance (based on 300mm wide footing founded at 300mm depth) required for "Good Ground" as defined in the Acceptable Solutions and Verification Methods for NZBC Clause B1 Structure.
FILL: TOPSOIL, SILT; brown, dry. Traces of gravel content and rootlets.
FILL: Silty SAND; fine to coarse, brown, damp. Minor gravel content.
At 0.5m - Some gravel content.
FILL: Silty sandy GRAVEL; fine to coarse with traces of cobbles, brownish grey, moist. Some lighter brown silt content.
FILL: Silty SAND; grey, moist. Minor fine to coarse subrounded to rounded gravel content.
FILL: Sandy SILT; brown, moist. Some dark brown silt nodules and fine to coarse gravel. Traces of debris.
Sandy GRAVEL; fine to coarse with traces of cobbles, subrounded to rounded, brownish grey, moist. Traces of silt content.
End of borehole - Target depth reached.
Job Number
Page 25 of 36
Lot
Sheet
Technical Category
Client Site
DEPTH
SITE DIAGRAM COMMENTS
Ngāi Tahu Property Ltd
9 February 2016
356336
SITE INVESTIGATION RECORD TC1 Equivalent¹
983
1 of 1
20 Troup Drive, Tower Junction
PO Box 9339, Christchurch 8149
Ph. (03) 379-4014 Fax. (03) 365-2449
See attached site plan
(356379 - G4 - Sheets 1 to 2)
SCALA PENETROMETER TESTS SOIL PROFILE
LOGGED BY:
Date Tested: Date Tested: 9 February 2016
1"Wigram Skies Subdivision Geotechnical Assessment", dated August
2013/Revision 1, prepared by Tonkin & Taylor Ltd.
GL
0.2
0.4
0.6
0.8
1.0
1.2
3.0
LAA/PLN CHECKED BY: MDS
Wigram Skies - Marama (Second Release) -
Neighbourhood 3E
1.4
1.6
1.8
2.0
2.2
2.4
2.6
2.8
3.4
[m]
3.2
Machine Auger at Test Location 'A'0 1 2 3 4 5 6 7 8 9 10 11 12 13 14 15
P1 P2
Number of Blows per 100mm
Minimum penetration resistance (based on 300mm wide footing founded at 300mm depth) required for "Good Ground" as defined in the Acceptable Solutions and Verification Methods for NZBC Clause B1 Structure.
FILL: TOPSOIL, SILT; brown, dry. Traces of gravel content and rootlets.
FILL: Silty SAND; fine to medium, brown, damp. Minor fine to coarse gravel content.
FILL: Silty sandy GRAVEL; fine to coarse, subrounded to subangular, grey, moist.
FILL: Sandy SILT; brown, moist. Some light brown silt content, dark brown silt nodules and fine to coarse subrounded to rounded gravel content.
At 2.5m - Traces of cobbles.
Sandy GRAVEL; fine to medium, subrounded to rounded, brown, moist. Sand is fine to medium.
At 2.8m - Sand becomes fine to coarse.
End of borehole - Target depth reached.
Job Number
Page 26 of 36
Lot
Sheet
Technical Category
Client Site
DEPTH
SITE DIAGRAM COMMENTS
LAA/PLN CHECKED BY: MDS
Wigram Skies - Marama (Second Release) -
Neighbourhood 3E
1.4
1.6
1.8
2.0
2.2
2.4
2.6
2.8
3.4
[m]
3.2
Machine Auger at Test Location 'A'
See attached site plan
(356379 - G4 - Sheets 1 to 2)
SCALA PENETROMETER TESTS SOIL PROFILE
LOGGED BY:
Date Tested: Date Tested: 11 February 2016
1"Wigram Skies Subdivision Geotechnical Assessment", dated August
2013/Revision 1, prepared by Tonkin & Taylor Ltd.
GL
0.2
0.4
0.6
0.8
1.0
1.2
3.0
Ngāi Tahu Property Ltd
12 February 2016
356336
SITE INVESTIGATION RECORD TC1 Equivalent¹
998
1 of 1
20 Troup Drive, Tower Junction
PO Box 9339, Christchurch 8149
Ph. (03) 379-4014 Fax. (03) 365-2449
0 1 2 3 4 5 6 7 8 9 10 11 12 13 14 15
P1 P2
Number of Blows per 100mm
Minimum penetration resistance (based on 300mm wide footing founded at 300mm depth) required for "Good Ground" as defined in the Acceptable Solutions and Verification Methods for NZBC Clause B1 Structure.
FILL: TOPSOIL, SILT; brown, dry. Minor rootlets. Traces of gravel content.
FILL: Silty SAND; brown, damp. Minor gravel content. Traces of grey silt nodules.
Sandy GRAVEL; fine to medium, subrounded to rounded, grey, loose, moist. Sand is fine to coarse. Traces of iron staining.
At 1.7m - Becoming moist to wet.
End of borehole - Refusal on compact gravel.
Job Number
Page 27 of 36
Lot
Sheet
Technical Category
Client Site
DEPTH
SITE DIAGRAM COMMENTS
LAA/PLN CHECKED BY: MDS
Wigram Skies - Marama (Second Release) -
Neighbourhood 3E
1.4
1.6
1.8
2.0
2.2
2.4
2.6
2.8
3.4
[m]
3.2
Machine Auger at Test Location 'A'
See attached site plan
(356379 - G4 - Sheets 1 to 2)
SCALA PENETROMETER TESTS SOIL PROFILE
LOGGED BY:
Date Tested: Date Tested: 11 February 2016
1"Wigram Skies Subdivision Geotechnical Assessment", dated August
2013/Revision 1, prepared by Tonkin & Taylor Ltd.
GL
0.2
0.4
0.6
0.8
1.0
1.2
3.0
Ngāi Tahu Property Ltd
12 February 2016
356336
SITE INVESTIGATION RECORD TC1 Equivalent¹
999
1 of 1
20 Troup Drive, Tower Junction
PO Box 9339, Christchurch 8149
Ph. (03) 379-4014 Fax. (03) 365-2449
0 1 2 3 4 5 6 7 8 9 10 11 12 13 14 15
P1 P2
Number of Blows per 100mm
Minimum penetration resistance (based on 300mm wide footing founded at 300mm depth) required for "Good Ground" as defined in the Acceptable Solutions and Verification Methods for NZBC Clause B1 Structure.
FILL: TOPSOIL, SILT; brown, dry. Traces of find to medium gravel and rootlets.
FILL: Silty SAND; brown, damp. Minor gravel content. Traces of grey silt nodules.
Silty SAND; fine to medium, grey, moist. Some iron staining.
SAND; fine to medium, grey, moist. Some iron staining.
Sandy GRAVEL; fine to coarse, subrounded to rounded, grey, loose, moist. Sand is fine to coarse.
At 1.7m - Becoming moist to wet. Traces of cobbles.
End of borehole - Refusal on compact gravel.
Job Number
Page 28 of 36
Lot
Sheet
Technical Category
Client Site
DEPTH
SITE DIAGRAM COMMENTS
LAA/PLN CHECKED BY: MDS
Wigram Skies - Marama (Second Release) -
Neighbourhood 3E
1.4
1.6
1.8
2.0
2.2
2.4
2.6
2.8
3.4
[m]
3.2
Machine Auger at Test Location 'A'
See attached site plan
(356379 - G4 - Sheets 1 to 2)
SCALA PENETROMETER TESTS SOIL PROFILE
LOGGED BY:
Date Tested: Date Tested: 10 February 2016
1"Wigram Skies Subdivision Geotechnical Assessment", dated August
2013/Revision 1, prepared by Tonkin & Taylor Ltd.
GL
0.2
0.4
0.6
0.8
1.0
1.2
3.0
Ngāi Tahu Property Ltd
12 February 2016
356336
SITE INVESTIGATION RECORD TC1 Equivalent¹
1000
1 of 1
20 Troup Drive, Tower Junction
PO Box 9339, Christchurch 8149
Ph. (03) 379-4014 Fax. (03) 365-2449
0 1 2 3 4 5 6 7 8 9 10 11 12 13 14 15
P1 P2
Number of Blows per 100mm
Minimum penetration resistance (based on 300mm wide footing founded at 300mm depth) required for "Good Ground" as defined in the Acceptable Solutions and Verification Methods for NZBC Clause B1 Structure.
FILL: TOPSOIL, SILT; brown. Some gravel content. Minor rootlets.
FILL: Silty SAND; fine to medium, brown, moist. Some fine to coarse subrounded to rounded gravel.
Sandy GRAVEL; fine to coarse, subrounded to rounded, grey, moist. Sand is fine to coarse. Minor iron staining.
End of borehole - Refusal on compact gravel.
Job Number
Page 29 of 36
Lot
Sheet
Technical Category
Client Site
DEPTH
SITE DIAGRAM COMMENTS
LAA/PLN CHECKED BY: MDS
Wigram Skies - Marama (Second Release) -
Neighbourhood 3E
1.4
1.6
1.8
2.0
2.2
2.4
2.6
2.8
3.4
[m]
3.2
Machine Auger at Test Location 'A'
See attached site plan
(356379 - G4 - Sheets 1 to 2)
SCALA PENETROMETER TESTS SOIL PROFILE
LOGGED BY:
Date Tested: Date Tested: 10 February 2016
1"Wigram Skies Subdivision Geotechnical Assessment", dated August
2013/Revision 1, prepared by Tonkin & Taylor Ltd.
GL
0.2
0.4
0.6
0.8
1.0
1.2
3.0
Ngāi Tahu Property Ltd
12 February 2016
356336
SITE INVESTIGATION RECORD TC1 Equivalent¹
1001
1 of 1
20 Troup Drive, Tower Junction
PO Box 9339, Christchurch 8149
Ph. (03) 379-4014 Fax. (03) 365-2449
0 1 2 3 4 5 6 7 8 9 10 11 12 13 14 15
P1 P2
Number of Blows per 100mm
Minimum penetration resistance (based on 300mm wide footing founded at 300mm depth) required for "Good Ground" as defined in the Acceptable Solutions and Verification Methods for NZBC Clause B1 Structure.
FILL: TOPSOIL, SILT; dark brown, moist. Minor gravel content. Traces of rootlets.
FILL: Silty SAND; fine to medium, brown, damp. Minor grey silt nodules.
Silty sandy GRAVEL; fine to coarse, subrounded to rounded, brown, damp. Sand is fine to medium.
SAND; fine to medium, grey, moist. Some iron staining.
Sandy GRAVEL; fine to coarse, subrounded to rounded, grey, moist. Sand is fine to medium.
At 1.7m - Becoming brown and moist to wet. Traces of cobbles.
End of borehole - Refusal on compact gravel.
Job Number
Page 30 of 36
Lot
Sheet
Technical Category
Client Site
DEPTH
SITE DIAGRAM COMMENTS
Ngāi Tahu Property Ltd
12 February 2016
356336
SITE INVESTIGATION RECORD TC1 Equivalent¹
1002
1 of 2
20 Troup Drive, Tower Junction
PO Box 9339, Christchurch 8149
Ph. (03) 379-4014 Fax. (03) 365-2449
See attached site plan
(356379 - G4 - Sheets 1 to 2)
SCALA PENETROMETER TESTS SOIL PROFILE
LOGGED BY:
Date Tested: Date Tested:
1"Wigram Skies Subdivision Geotechnical Assessment", dated August
2013/Revision 1, prepared by Tonkin & Taylor Ltd.
GL
0.2
0.4
0.6
0.8
1.0
1.2
3.0
CHECKED BY: MDS
Wigram Skies - Marama (Second Release) -
Neighbourhood 3E
1.4
1.6
1.8
2.0
2.2
2.4
2.6
2.8
3.4
[m]
3.2
0 1 2 3 4 5 6 7 8 9 10 11 12 13 14 15
P1 P2
Number of Blows per 100mm
Minimum penetration resistance (based on 300mm wide footing founded at 300mm depth) required for "Good Ground" as defined in the Acceptable Solutions and Verification Methods for NZBC Clause B1 Structure.
Job Number
Page 31 of 36
Lot
Sheet
Technical Category
Client Site
DEPTH
SITE DIAGRAM COMMENTS
LAA/PLN CHECKED BY: MDS
Wigram Skies - Marama (Second Release) -
Neighbourhood 3E
1.4
1.6
1.8
2.0
2.2
2.4
2.6
2.8
3.4
[m]
3.2
Machine Auger at Test Location 'A'
See attached site plan
(356379 - G4 - Sheets 1 to 2)
SCALA PENETROMETER TESTS SOIL PROFILE
LOGGED BY:
Date Tested: Date Tested: 10 February 2016
1"Wigram Skies Subdivision Geotechnical Assessment", dated August
2013/Revision 1, prepared by Tonkin & Taylor Ltd.
Note: "P3" is a hand Scala penetrometer test, and "P4" is a Hydraulic
Penetrometer test.
GL
0.2
0.4
0.6
0.8
1.0
1.2
3.0
Ngai Tahu Property Ltd
P3 = 5 March 2016 P4 = 8 March 2016
356336
SITE INVESTIGATION RECORD
20 Troup Drive, Tower Junction
PO Box 9339, Christchurch 8149
Ph. (03) 379-4014 Fax. (03) 365-2449
TC1 Equivalent¹
1002
2 of 2
0 1 2 3 4 5 6 7 8 9 10 11 12 13 14 15
P3 P4
Number of Blows per 100mm
Minimum penetration resistance (based on 300mm wide footing founded at 300mm depth) required for "Good Ground" as defined in the Acceptable Solutions and Verification Methods for NZBC Clause B1 Structure.
FILL: TOPSOIL, SILT; dark brown, dry. Minor fine to medium gravel. Traces of rootlets.
FILL: SAND; fine to medium, brown, moist. Traces of silt nodules. Sandy GRAVEL; fine to coarse, greyish brown, moist. Sand is fine to medium.
At 1.5m - Traces of cobbles.
Job Number
Page 32 of 36
Lot
Sheet
Technical Category
Client Site
DEPTH
SITE DIAGRAM COMMENTS
LAA/PLN CHECKED BY: MDS
Wigram Skies - Marama (Second Release) -
Neighbourhood 3E
1.4
1.6
1.8
2.0
2.2
2.4
2.6
2.8
3.4
[m]
3.2
Machine Auger at Test Location 'A'
See attached site plan
(356379 - G4 - Sheets 1 to 2)
SCALA PENETROMETER TESTS SOIL PROFILE
LOGGED BY:
Date Tested: Date Tested: 10 February 2016
1"Wigram Skies Subdivision Geotechnical Assessment", dated August
2013/Revision 1, prepared by Tonkin & Taylor Ltd.
GL
0.2
0.4
0.6
0.8
1.0
1.2
3.0
Ngāi Tahu Property Ltd
12 February 2016
356336
SITE INVESTIGATION RECORD TC1 Equivalent¹
1003
1 of 1
20 Troup Drive, Tower Junction
PO Box 9339, Christchurch 8149
Ph. (03) 379-4014 Fax. (03) 365-2449
0 1 2 3 4 5 6 7 8 9 10 11 12 13 14 15
P1 P2
Number of Blows per 100mm
Minimum penetration resistance (based on 300mm wide footing founded at 300mm depth) required for "Good Ground" as defined in the Acceptable Solutions and Verification Methods for NZBC Clause B1 Structure.
FILL: TOPSOIL, SILT; brown, dry. Minor gravel content. Traces of rootlets.
FILL: Silty SAND; brown. Minor gravel content and grey silt nodules.
Sandy GRAVEL; fine to coarse, subrounded to rounded, moist, brown.
Gravelly SAND; fine to medium, brownish grey, moist to wet. Gravel is fine to coarse, subrounded to rounded. Some iron staining.
Sandy GRAVEL; fine to coarse with traces of cobbles, subrounded to rounded, brownish grey, moist to wet. Sand is fine to coarse.
At 1.7m - Becoming wet.
End of borehole - Refusal on compact gravel.
Job Number
Page 33 of 36
Lot
Sheet
Technical Category
Client Site
DEPTH
SITE DIAGRAM COMMENTS
LAA/PLN CHECKED BY: MDS
Wigram Skies - Marama (Second Release) -
Neighbourhood 3E
1.4
1.6
1.8
2.0
2.2
2.4
2.6
2.8
3.4
[m]
3.2
Machine Auger at Test Location 'A'
See attached site plan
(356379 - G4 - Sheets 1 to 2)
SCALA PENETROMETER TESTS SOIL PROFILE
LOGGED BY:
Date Tested: Date Tested: 10 February 2016
1"Wigram Skies Subdivision Geotechnical Assessment", dated August
2013/Revision 1, prepared by Tonkin & Taylor Ltd.
GL
0.2
0.4
0.6
0.8
1.0
1.2
3.0
Ngāi Tahu Property Ltd
12 February 2016
356336
SITE INVESTIGATION RECORD TC1 Equivalent¹
1004
1 of 1
20 Troup Drive, Tower Junction
PO Box 9339, Christchurch 8149
Ph. (03) 379-4014 Fax. (03) 365-2449
0 1 2 3 4 5 6 7 8 9 10 11 12 13 14 15
P1 P2
Number of Blows per 100mm
Minimum penetration resistance (based on 300mm wide footing founded at 300mm depth) required for "Good Ground" as defined in the Acceptable Solutions and Verification Methods for NZBC Clause B1 Structure.
FILL: TOPSOIL, SILT; brown, dry. Traces fine to medium gravel content and rootlets.
FILL: Sandy SILT; brown, damp. Traces of silt nodules.
Sandy GRAVEL; fine to coarse, subrounded to rounded, brown, damp. Sand is fine to coarse.
At 1.5m - Traces of cobbles.
At 1.7m - Becoming moist.
End of borehole - Refusal on compact gravel.
Job Number
Page 34 of 36
Lot
Sheet
Technical Category
Client Site
DEPTH
SITE DIAGRAM COMMENTS
LAA/PLN CHECKED BY: MDS
Wigram Skies - Marama (Second Release) -
Neighbourhood 3E
1.4
1.6
1.8
2.0
2.2
2.4
2.6
2.8
3.4
[m]
3.2
Machine Auger at Test Location 'A'
See attached site plan
(356379 - G4 - Sheets 1 to 2)
SCALA PENETROMETER TESTS SOIL PROFILE
LOGGED BY:
Date Tested: Date Tested: 10 February 2016
1"Wigram Skies Subdivision Geotechnical Assessment", dated August
2013/Revision 1, prepared by Tonkin & Taylor Ltd.
GL
0.2
0.4
0.6
0.8
1.0
1.2
3.0
Ngāi Tahu Property Ltd
12 February 2016
356336
SITE INVESTIGATION RECORD TC1 Equivalent¹
1005
1 of 1
20 Troup Drive, Tower Junction
PO Box 9339, Christchurch 8149
Ph. (03) 379-4014 Fax. (03) 365-2449
0 1 2 3 4 5 6 7 8 9 10 11 12 13 14 15
P1 P2
Number of Blows per 100mm
Minimum penetration resistance (based on 300mm wide footing founded at 300mm depth) required for "Good Ground" as defined in the Acceptable Solutions and Verification Methods for NZBC Clause B1 Structure.
FILL: TOPSOIL, SILT; brown, damp. Traces fine to medium gravel content and rootlets.
SILT; grey, moist. Some iron staining.
Silty SAND; fine to medium, grey, moist. Some iron staining.
Sandy GRAVEL; fine to coarse, subrounded to rounded, grey, moist. Sand is fine to coarse. Some iron staining.
End of borehole - Refusal on compact gravel.
Job Number
Page 35 of 36
Lot
Sheet
Technical Category
Client Site
DEPTH
SITE DIAGRAM COMMENTS
LAA/PLN CHECKED BY: MDS
Wigram Skies - Marama (Second Release) -
Neighbourhood 3E
1.4
1.6
1.8
2.0
2.2
2.4
2.6
2.8
3.4
[m]
3.2
Machine Auger at Test Location 'A'
See attached site plan
(356379 - G4 - Sheets 1 to 2)
SCALA PENETROMETER TESTS SOIL PROFILE
LOGGED BY:
Date Tested: Date Tested: 10 February 2016
1"Wigram Skies Subdivision Geotechnical Assessment", dated August
2013/Revision 1, prepared by Tonkin & Taylor Ltd.
GL
0.2
0.4
0.6
0.8
1.0
1.2
3.0
Ngāi Tahu Property Ltd
12 February 2016
356336
SITE INVESTIGATION RECORD TC1 Equivalent¹
1006
1 of 1
20 Troup Drive, Tower Junction
PO Box 9339, Christchurch 8149
Ph. (03) 379-4014 Fax. (03) 365-2449
0 1 2 3 4 5 6 7 8 9 10 11 12 13 14 15
P1 P2
Number of Blows per 100mm
Minimum penetration resistance (based on 300mm wide footing founded at 300mm depth) required for "Good Ground" as defined in the Acceptable Solutions and Verification Methods for NZBC Clause B1 Structure.
FILL: TOPSOIL, SILT; dark brown, damp. Minor gravel content. Traces of rootlets.
Silty SAND; fine to medium, grey, moist. Some iron staining.
SAND; fine to medium, grey, moist. Some iron staining.
Sandy GRAVEL; fine to coarse, grey, moist to wet. Sand is fine to coarse. Some iron staining.
End of borehole - Refusal on compact gravel.
Job Number
Page 36 of 36
Lot
Sheet
Technical Category
Client Site
DEPTH
SITE DIAGRAM COMMENTS
LAA/PLN CHECKED BY: MDS
Wigram Skies - Marama (Second Release) -
Neighbourhood 3E
1.4
1.6
1.8
2.0
2.2
2.4
2.6
2.8
3.4
[m]
3.2
Machine Auger at Test Location 'A'
See attached site plan
(356379 - G4 - Sheets 1 to 2)
SCALA PENETROMETER TESTS SOIL PROFILE
LOGGED BY:
Date Tested: Date Tested: 10 February 2016
1"Wigram Skies Subdivision Geotechnical Assessment", dated August
2013/Revision 1, prepared by Tonkin & Taylor Ltd.
GL
0.2
0.4
0.6
0.8
1.0
1.2
3.0
Ngāi Tahu Property Ltd
12 February 2016
356336
SITE INVESTIGATION RECORD TC1 Equivalent¹
1007
1 of 1
20 Troup Drive, Tower Junction
PO Box 9339, Christchurch 8149
Ph. (03) 379-4014 Fax. (03) 365-2449
0 1 2 3 4 5 6 7 8 9 10 11 12 13 14 15
P1 P2
Number of Blows per 100mm
Minimum penetration resistance (based on 300mm wide footing founded at 300mm depth) required for "Good Ground" as defined in the Acceptable Solutions and Verification Methods for NZBC Clause B1 Structure.
FILL: TOPSOIL, SILT; brown, dry. Some fine to coarse gravel content. Minor rootlets.
FILL: Gravelly silty SAND; brown, damp. Gravel is fine to coarse.
Sandy GRAVEL; fine to coarse, grey, damp. Sand is fine to medium.
At 1.0m - Sand becomes fine to coarse. Some iron staining.
At 1.5m - Becomes moist to wet. Trace cobbles.
End of borehole - Refusal on compact gravel.
356336_LH_mds_3D_3E_3H4_Foundation_Report.docx
Neighbourhood 3H4 – Ref: 356352
Job Number
Page 1 of 13
Lot
Sheet
Technical Category
Client Site
DEPTH
SITE DIAGRAM COMMENTS
PLN/LAA/RJM CHECKED BY: MDS
Wigram Skies - Marama (Second Release) -
Neighbourhood 3H4
1.4
1.6
1.8
2.0
2.2
2.4
2.6
2.8
3.4
[m]
3.2
Machine Auger at Test Location 'A'
See attached site plan
(356379 - G4 - Sheets 1 to 2)
SCALA PENETROMETER TESTS SOIL PROFILE
LOGGED BY:
Date Tested: Date Tested: 9 February 2016
1"Wigram Skies Subdivision Geotechnical Assessment", dated August
2013/Revision 1, prepared by Tonkin & Taylor Ltd.
GL
0.2
0.4
0.6
0.8
1.0
1.2
3.0
Ngāi Tahu Property Ltd
9 February 2016
356352
SITE INVESTIGATION RECORD TC1 Equivalent¹
960
1 of 1
20 Troup Drive, Tower Junction
PO Box 9339, Christchurch 8149
Ph. (03) 379-4014 Fax. (03) 365-2449
0 1 2 3 4 5 6 7 8 9 10 11 12 13 14 15
P1 P2
Number of Blows per 100mm
Minimum penetration resistance (based on 300mm wide footing founded at 300mm depth) required for "Good Ground" as defined in the Acceptable Solutions and Verification Methods for NZBC Clause B1 Structure.
FILL: TOPSOIL, SILT; dark brown, damp. Minor rootlets.
FILL: SAND; greyish brown, damp. Some gravel content.
FILL: Sandy GRAVEL; fine to coarse, subrounded to rounded, dark brown, damp.
Sandy GRAVEL; fine to coarse, subrounded to rounded, brown, damp.
At 1.0m - Becoming grey and moist. Trace cobbles.
End of borehole - Refusal on compact gravel.
Job Number
Page 2 of 13
Lot
Sheet
Technical Category
Client Site
DEPTH
SITE DIAGRAM COMMENTS
PLN/LAA CHECKED BY: MDS
Wigram Skies - Marama (Second Release) -
Neighbourhood 3H4
1.4
1.6
1.8
2.0
2.2
2.4
2.6
2.8
3.4
[m]
3.2
Machine Auger at Test Location 'A'
See attached site plan
(356379 - G4 - Sheets 1 to 2)
SCALA PENETROMETER TESTS SOIL PROFILE
LOGGED BY:
Date Tested: Date Tested: 9 February 2016
1"Wigram Skies Subdivision Geotechnical Assessment", dated August
2013/Revision 1, prepared by Tonkin & Taylor Ltd.
GL
0.2
0.4
0.6
0.8
1.0
1.2
3.0
Ngāi Tahu Property Ltd
9 February 2016
356352
SITE INVESTIGATION RECORD TC1 Equivalent¹
987
1 of 1
20 Troup Drive, Tower Junction
PO Box 9339, Christchurch 8149
Ph. (03) 379-4014 Fax. (03) 365-2449
0 1 2 3 4 5 6 7 8 9 10 11 12 13 14 15
P1 P2
Number of Blows per 100mm
Minimum penetration resistance (based on 300mm wide footing founded at 300mm depth) required for "Good Ground" as defined in the Acceptable Solutions and Verification Methods for NZBC Clause B1 Structure.
FILL: TOPSOIL, SILT; dark brown, dry. Minor rootlets. Traces of fine to coarse gravel.
FILL: Sandy SILT; brown, damp. Some fine to coarse subrounded to rounded gravel.
Gravelly silty SAND; fine to coarse, brown, moist.
Sandy GRAVEL; fine to coarse with traces of cobbles, subrounded to subangular, brown, moist. Traces of silt content.
End of borehole - Refusal on compact gravel.
Job Number
Page 3 of 13
Lot
Sheet
Technical Category
Client Site
DEPTH
SITE DIAGRAM COMMENTS
Ngāi Tahu Property Ltd
9 February 2016
356352
SITE INVESTIGATION RECORD TC1 Equivalent¹
988
1 of 1
20 Troup Drive, Tower Junction
PO Box 9339, Christchurch 8149
Ph. (03) 379-4014 Fax. (03) 365-2449
See attached site plan
(356379 - G4 - Sheets 1 to 2)
SCALA PENETROMETER TESTS SOIL PROFILE
LOGGED BY:
Date Tested: Date Tested: 9 February 2016
1"Wigram Skies Subdivision Geotechnical Assessment", dated August
2013/Revision 1, prepared by Tonkin & Taylor Ltd.
GL
0.2
0.4
0.6
0.8
1.0
1.2
3.0
PLN/LAA CHECKED BY: MDS
Wigram Skies - Marama (Second Release) -
Neighbourhood 3H4
1.4
1.6
1.8
2.0
2.2
2.4
2.6
2.8
3.4
[m]
3.2
Machine Auger at Test Location 'A'0 1 2 3 4 5 6 7 8 9 10 11 12 13 14 15
P1 P2
Number of Blows per 100mm
Minimum penetration resistance (based on 300mm wide footing founded at 300mm depth) required for "Good Ground" as defined in the Acceptable Solutions and Verification Methods for NZBC Clause B1 Structure.
FILL: TOPSOIL, SILT; brown, damp. Traces of rootlets.
FILL: Silty SAND; brown. Some fine to medium gravel content.
FILL: Sandy SILT; brown, damp. Some fine to coarse, subrounded to rounded gravel content.
FILL: Silty sandy GRAVEL; fine to coarse with traces of cobbles, subrounded to rounded, brown, moist. Traces of dark brown silt nodules and light brown silt content.
At 1.8m - Some cobbles.
At 2.4m - Traces of debris (brick).
Sandy GRAVEL; fine to coarse, subrounded to rounded, grey, moist.
End of borehole - Target depth reached.
Job Number
Page 4 of 13
Lot
Sheet
Technical Category
Client Site
DEPTH
SITE DIAGRAM COMMENTS
Ngāi Tahu Property Ltd
9 February 2016
356352
SITE INVESTIGATION RECORD TC1 Equivalent¹
989
1 of 2
20 Troup Drive, Tower Junction
PO Box 9339, Christchurch 8149
Ph. (03) 379-4014 Fax. (03) 365-2449
See attached site plan
(356379 - G4 - Sheets 1 to 2)
SCALA PENETROMETER TESTS SOIL PROFILE
LOGGED BY:
Date Tested: Date Tested: 9 February 2016
1"Wigram Skies Subdivision Geotechnical Assessment", dated August
2013/Revision 1, prepared by Tonkin & Taylor Ltd.
GL
0.2
0.4
0.6
0.8
1.0
1.2
3.0
PLN/LAA/RJM CHECKED BY: MDS
Wigram Skies - Marama (Second Release) -
Neighbourhood 3H4
1.4
1.6
1.8
2.0
2.2
2.4
2.6
2.8
3.4
[m]
3.2
Machine Auger at Test Location 'A'0 1 2 3 4 5 6 7 8 9 10 11 12 13 14 15
P1
Number of Blows per 100mm
Minimum penetration resistance (based on 300mm wide footing founded at 300mm depth) required for "Good Ground" as defined in the Acceptable Solutions and Verification Methods for NZBC Clause B1 Structure.
FILL: TOPSOIL, silty SAND; brown, dry. Traces of rootlets.
FILL: Silty SAND; fine, brown. Trace fine to medium subrounded to subangular gravel.
FILL: SAND; fine, brown, moist. Some silt content. Some fine to medium subrounded to subangular gravel.
FILL: Silty SAND; fine, grey. Some gravel content.
FILL: Sandy SILT; moist, brown. Some gravel content.
FILL: SILT; dark brown, moist to wet, low plasticity (buried topsoil?).
End of borehole - Target depth reached.
Job Number
Page 5 of 13
Lot
Sheet
Technical Category
Client Site
DEPTH
SITE DIAGRAM COMMENTS
PLN/LAA CHECKED BY: MDS
Wigram Skies - Marama (Second Release) -
Neighbourhood 3H4
1.4
1.6
1.8
2.0
2.2
2.4
2.6
2.8
3.4
[m]
3.2
Machine Auger at Test Location 'B'
See attached site plan
(356379 - G4 - Sheets 1 to 2)
SCALA PENETROMETER TESTS SOIL PROFILE
LOGGED BY:
Date Tested: Date Tested: 10 February 2016
1"Wigram Skies Subdivision Geotechnical Assessment", dated August
2013/Revision 1, prepared by Tonkin & Taylor Ltd.
GL
0.2
0.4
0.6
0.8
1.0
1.2
3.0
Ngāi Tahu Property Ltd
PX = P2 = 9 February 2016
356352
SITE INVESTIGATION RECORD TC1 Equivalent¹
989
2 of 2
20 Troup Drive, Tower Junction
PO Box 9339, Christchurch 8149
Ph. (03) 379-4014 Fax. (03) 365-2449
0 1 2 3 4 5 6 7 8 9 10 11 12 13 14 15
P2
Number of Blows per 100mm
Minimum penetration resistance (based on 300mm wide footing founded at 300mm depth) required for "Good Ground" as defined in the Acceptable Solutions and Verification Methods for NZBC Clause B1 Structure.
FILL: TOPSOIL, SILT; dark brown, minor rootlets. Traces of gravel.
FILL: Silty SAND; fine to medium, brown, moist. Minor gravel content and grey silt nodules.
At 0.5m - Some gravel content.
At 1.3m - Becoming grey.
FILL: Sandy GRAVEL; fine to coarse with traces of cobbles, subrounded to rounded, grey, moist. Traces of debris (brick).
FILL: Silty SAND; grey, moist. Some fine to coarse gravel. Traces of grey silt nodules.
At 2.4m - Becoming moist to wet.
Sandy GRAVEL; fine to coarse, subrounded to rounded, grey, moist to wet.
End of borehole - Target depth reached.
Job Number
Page 6 of 13
Lot
Sheet
Technical Category
Client Site
DEPTH
SITE DIAGRAM COMMENTS
Ngāi Tahu Property Ltd
9 February 2016
356352
SITE INVESTIGATION RECORD TC1 Equivalent¹
990
1 of 1
20 Troup Drive, Tower Junction
PO Box 9339, Christchurch 8149
Ph. (03) 379-4014 Fax. (03) 365-2449
See attached site plan
(356379 - G4 - Sheets 1 to 2)
SCALA PENETROMETER TESTS SOIL PROFILE
LOGGED BY:
Date Tested: Date Tested: 9 February 2016
1"Wigram Skies Subdivision Geotechnical Assessment", dated August
2013/Revision 1, prepared by Tonkin & Taylor Ltd.
GL
0.2
0.4
0.6
0.8
1.0
1.2
3.0
PLN/LAA/RJM CHECKED BY: MDS
Wigram Skies - Marama (Second Release) -
Neighbourhood 3H4
1.4
1.6
1.8
2.0
2.2
2.4
2.6
2.8
3.4
[m]
3.2
Machine Auger at Test Location 'A'0 1 2 3 4 5 6 7 8 9 10 11 12 13 14 15
P1 P2
Number of Blows per 100mm
Minimum penetration resistance (based on 300mm wide footing founded at 300mm depth) required for "Good Ground" as defined in the Acceptable Solutions and Verification Methods for NZBC Clause B1 Structure.
FILL: TOPSOIL, silty SAND; dark brown, dry. Traces of rootlets.
FILL: Sandy SILT; brown, damp. Sand is fine. Traces of gravel.
Gravelly SAND; fine, grey, moist. Gravel is fine to medium, subangular to subrounded. Some silt content.
At 1.5m - Sand becoming fine to medium.
Sandy GRAVEL; fine to coarse, subrounded to subangular, grey, moist. Sand is medium.
End of borehole - Refusal on compact gravel.
Job Number
Page 7 of 13
Lot
Sheet
Technical Category
Client Site
DEPTH
SITE DIAGRAM COMMENTS
PLN/LAA/RJM CHECKED BY: MDS
Wigram Skies - Marama (Second Release) -
Neighbourhood 3H4
1.4
1.6
1.8
2.0
2.2
2.4
2.6
2.8
3.4
[m]
3.2
Machine Auger at Test Location 'A'
See attached site plan
(356379 - G4 - Sheets 1 to 2)
SCALA PENETROMETER TESTS SOIL PROFILE
LOGGED BY:
Date Tested: Date Tested: 9 February 2016
1"Wigram Skies Subdivision Geotechnical Assessment", dated August
2013/Revision 1, prepared by Tonkin & Taylor Ltd.
GL
0.2
0.4
0.6
0.8
1.0
1.2
3.0
Ngāi Tahu Property Ltd
9 February 2016
356352
SITE INVESTIGATION RECORD TC1 Equivalent¹
991
1 of 1
20 Troup Drive, Tower Junction
PO Box 9339, Christchurch 8149
Ph. (03) 379-4014 Fax. (03) 365-2449
0 1 2 3 4 5 6 7 8 9 10 11 12 13 14 15
P1 P2
Number of Blows per 100mm
Minimum penetration resistance (based on 300mm wide footing founded at 300mm depth) required for "Good Ground" as defined in the Acceptable Solutions and Verification Methods for NZBC Clause B1 Structure.
FILL: TOPSOIL, SAND; brown, dry. Some silt content. Traces of fine gravel.
Sandy SILT; brown, damp, non-plastic. Sand is fine. Traces of fine subrounded gravel.
SILT; grey, moist, low plasticity. Some iron staining.
Gravelly SAND; medium, brown, moist. Gravel is fine, subrounded to sunangular. Some iron staining.
Sandy GRAVEL; fine to medium with some cobbles, subrounded, brown, moist. Sand is medium.
End of borehole - Refusal on compact gravel.
Job Number
Page 8 of 13
Lot
Sheet
Technical Category
Client Site
DEPTH
SITE DIAGRAM COMMENTS
Ngāi Tahu Property Ltd
9 February 2016
356352
SITE INVESTIGATION RECORD TC1 Equivalent¹
992
1 of 1
20 Troup Drive, Tower Junction
PO Box 9339, Christchurch 8149
Ph. (03) 379-4014 Fax. (03) 365-2449
See attached site plan
(356379 - G4 - Sheets 1 to 2)
SCALA PENETROMETER TESTS SOIL PROFILE
LOGGED BY:
Date Tested: Date Tested: 9 February 2016
1"Wigram Skies Subdivision Geotechnical Assessment", dated August
2013/Revision 1, prepared by Tonkin & Taylor Ltd.
GL
0.2
0.4
0.6
0.8
1.0
1.2
3.0
PLN/LAA/RJM CHECKED BY: MDS
Wigram Skies - Marama (Second Release) -
Neighbourhood 3H4
1.4
1.6
1.8
2.0
2.2
2.4
2.6
2.8
3.4
[m]
3.2
Machine Auger at Test Location 'A'0 1 2 3 4 5 6 7 8 9 10 11 12 13 14 15
P1 P2
Number of Blows per 100mm
Minimum penetration resistance (based on 300mm wide footing founded at 300mm depth) required for "Good Ground" as defined in the Acceptable Solutions and Verification Methods for NZBC Clause B1 Structure.
FILL: TOPSOIL, silty SAND; fine, grey, dry. Minor silt content.
SILT; grey, damp, non-plastic. Some iron staining. Minor sand content.
Sandy GRAVEL; fine to medium, grey, moist. Sand is fine to medium.
At 1.2m - Becoming brown. Sand becomes medium grained.
At 1.4m - Sand becomes fine to medium.
At 1.8m - Trace silt content.
At 1.9m - Sand becomes medium.
End of borehole - Refusal on compact gravel.
Job Number
Page 9 of 13
Lot
Sheet
Technical Category
Client Site
DEPTH
SITE DIAGRAM COMMENTS
PLN/LAA/RJM CHECKED BY: MDS
Wigram Skies - Marama (Second Release) -
Neighbourhood 3H4
1.4
1.6
1.8
2.0
2.2
2.4
2.6
2.8
3.4
[m]
3.2
Machine Auger at Test Location 'A'
See attached site plan
(356379 - G4 - Sheets 1 to 2)
SCALA PENETROMETER TESTS SOIL PROFILE
LOGGED BY:
Date Tested: Date Tested: 9 February 2016
1"Wigram Skies Subdivision Geotechnical Assessment", dated August
2013/Revision 1, prepared by Tonkin & Taylor Ltd.
GL
0.2
0.4
0.6
0.8
1.0
1.2
3.0
Ngāi Tahu Property Ltd
9 February 2016
356352
SITE INVESTIGATION RECORD TC1 Equivalent¹
993
1 of 1
20 Troup Drive, Tower Junction
PO Box 9339, Christchurch 8149
Ph. (03) 379-4014 Fax. (03) 365-2449
0 1 2 3 4 5 6 7 8 9 10 11 12 13 14 15
P1 P2
Number of Blows per 100mm
Minimum penetration resistance (based on 300mm wide footing founded at 300mm depth) required for "Good Ground" as defined in the Acceptable Solutions and Verification Methods for NZBC Clause B1 Structure.
FILL: TOPSOIL, SAND; fine, grey, dry. Minor silt content.
FILL: SAND; fine, brown, dry. Some silt content. Minor fine subrounded gravel.
SAND; fine, damp, brownish grey. Some iron staining.
Sandy GRAVEL; fine, subrounded to subangular, moist. Sand is fine grained.
At 1.4m - Gravel becomes fine to medium.
At 1.8m - Gravel and sand becoming medium and greyish brown.
End of borehole - Refusal on compact gravel.
Job Number
Page 10 of 13
Lot
Sheet
Technical Category
Client Site
DEPTH
SITE DIAGRAM COMMENTS
Ngāi Tahu Property Ltd
9 February 2016
356352
SITE INVESTIGATION RECORD TC1 Equivalent¹
994
1 of 1
20 Troup Drive, Tower Junction
PO Box 9339, Christchurch 8149
Ph. (03) 379-4014 Fax. (03) 365-2449
See attached site plan
(356379 - G4 - Sheets 1 to 2)
SCALA PENETROMETER TESTS SOIL PROFILE
LOGGED BY:
Date Tested: Date Tested: 9 February 2016
1"Wigram Skies Subdivision Geotechnical Assessment", dated August
2013/Revision 1, prepared by Tonkin & Taylor Ltd.
GL
0.2
0.4
0.6
0.8
1.0
1.2
3.0
PLN/LAA/RJM CHECKED BY: MDS
Wigram Skies - Marama (Second Release) -
Neighbourhood 3H4
1.4
1.6
1.8
2.0
2.2
2.4
2.6
2.8
3.4
[m]
3.2
Machine Auger at Test Location 'A'0 1 2 3 4 5 6 7 8 9 10 11 12 13 14 15
P1 P2
Number of Blows per 100mm
Minimum penetration resistance (based on 300mm wide footing founded at 300mm depth) required for "Good Ground" as defined in the Acceptable Solutions and Verification Methods for NZBC Clause B1 Structure.
FILL: TOPSOIL, silty SAND; fine, dry, brown. Minor subangular to subrounded gravel. Traces of rootlets.
Sandy GRAVEL; fine to medium, subrounded to subangular, brown, damp. Sand is fine to medium.
At 1.0m - Becoming grey. Trace non-plastic silt.
At 1.6m - Gravel becomes fine to coarse with minor cobbles.
End of borehole - Refusal on compact gravel.
Job Number
Page 11 of 13
Lot
Sheet
Technical Category
Client Site
DEPTH
SITE DIAGRAM COMMENTS
Ngāi Tahu Property Ltd
9 February 2016
356352
SITE INVESTIGATION RECORD TC1 Equivalent¹
995
1 of 1
20 Troup Drive, Tower Junction
PO Box 9339, Christchurch 8149
Ph. (03) 379-4014 Fax. (03) 365-2449
See attached site plan
(356379 - G4 - Sheets 1 to 2)
SCALA PENETROMETER TESTS SOIL PROFILE
LOGGED BY:
Date Tested: Date Tested: 9 February 2016
1"Wigram Skies Subdivision Geotechnical Assessment", dated August
2013/Revision 1, prepared by Tonkin & Taylor Ltd.
GL
0.2
0.4
0.6
0.8
1.0
1.2
3.0
PLN/LAA/RJM CHECKED BY: MDS
Wigram Skies - Marama (Second Release) -
Neighbourhood 3H4
1.4
1.6
1.8
2.0
2.2
2.4
2.6
2.8
3.4
[m]
3.2
Machine Auger at Test Location 'A'0 1 2 3 4 5 6 7 8 9 10 11 12 13 14 15
P1 P2
Number of Blows per 100mm
Minimum penetration resistance (based on 300mm wide footing founded at 300mm depth) required for "Good Ground" as defined in the Acceptable Solutions and Verification Methods for NZBC Clause B1 Structure.
FILL: TOPSOIL, silty SAND; fine, brown, dry. Minor fine to medium subrounded to subangular gravel. Traces of rootlets.
Gravelly SAND; fine to medium, dry to moist. Gravel is fine to coarse subrounded to subangular. Minor silt content.
At 0.8m - Sand becoming medium grained.
Sandy GRAVEL; fine to medium, subrounded to subangular. Sand is fine to medium.
At 1.7m - Sand becoming medium to coarse.
At 1.8m - Sand is medium. Traces of silt content.
End of borehole - Refusal on compact gravel.
Job Number
Page 12 of 13
Lot
Sheet
Technical Category
Client Site
DEPTH
SITE DIAGRAM COMMENTS
Ngāi Tahu Property Ltd
9 February 2016
356352
SITE INVESTIGATION RECORD TC1 Equivalent¹
996
1 of 1
20 Troup Drive, Tower Junction
PO Box 9339, Christchurch 8149
Ph. (03) 379-4014 Fax. (03) 365-2449
See attached site plan
(356379 - G4 - Sheets 1 to 2)
SCALA PENETROMETER TESTS SOIL PROFILE
LOGGED BY:
Date Tested: Date Tested: 9 February 2016
1"Wigram Skies Subdivision Geotechnical Assessment", dated August
2013/Revision 1, prepared by Tonkin & Taylor Ltd.
GL
0.2
0.4
0.6
0.8
1.0
1.2
3.0
PLN/LAA/RJM CHECKED BY: MDS
Wigram Skies - Marama (Second Release) -
Neighbourhood 3H4
1.4
1.6
1.8
2.0
2.2
2.4
2.6
2.8
3.4
[m]
3.2
Machine Auger at Test Location 'A'0 1 2 3 4 5 6 7 8 9 10 11 12 13 14 15
P1 P2
Number of Blows per 100mm
Minimum penetration resistance (based on 300mm wide footing founded at 300mm depth) required for "Good Ground" as defined in the Acceptable Solutions and Verification Methods for NZBC Clause B1 Structure.
FILL: TOPSOIL, SILT; dark brown, dry. Trace fine to medium gravel and rootlets.
FILL: SAND; fine to medium, greyish brown, damp.
Sandy GRAVEL; fine to coarse, subrounded to rounded, grey, moist. Sand is fine to coarse.
At 1.4m - Traces of cobbles.
End of borehole - Refusal on compact gravel.
Job Number
Page 13 of 13
Lot
Sheet
Technical Category
Client Site
DEPTH
SITE DIAGRAM COMMENTS
Ngāi Tahu Property Ltd
9 February 2016
356352
SITE INVESTIGATION RECORD TC1 Equivalent¹
997
1 of 1
20 Troup Drive, Tower Junction
PO Box 9339, Christchurch 8149
Ph. (03) 379-4014 Fax. (03) 365-2449
See attached site plan
(356379 - G4 - Sheets 1 to 2)
SCALA PENETROMETER TESTS SOIL PROFILE
LOGGED BY:
Date Tested: Date Tested: 9 February 2016
1"Wigram Skies Subdivision Geotechnical Assessment", dated August
2013/Revision 1, prepared by Tonkin & Taylor Ltd.
GL
0.2
0.4
0.6
0.8
1.0
1.2
3.0
PLN/LAA/RJM CHECKED BY: MDS
Wigram Skies - Marama (Second Release) -
Neighbourhood 3H4
1.4
1.6
1.8
2.0
2.2
2.4
2.6
2.8
3.4
[m]
3.2
Machine Auger at Test Location 'A'0 1 2 3 4 5 6 7 8 9 10 11 12 13 14 15
P1 P2
Number of Blows per 100mm
Minimum penetration resistance (based on 300mm wide footing founded at 300mm depth) required for "Good Ground" as defined in the Acceptable Solutions and Verification Methods for NZBC Clause B1 Structure.
FILL: TOPSOIL, SILT; dark brown, damp. Traces of rootlets.
FILL: Silty SAND; fine to medium, grey, damp. Trace fine to medium subrounded to rounded gravel and grey silt nodules.
Sandy GRAVEL; fine to coarse, subrounded to rounded, grey, damp. Sand is fine to coarse.
At 1.2m - Traces of cobbles.
End of borehole - Refusal on compact gravel.