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351687_LetterVemail_jta_5U_Foundation_Report
Eliot Sinclair and Partners Ltd 20 Troup Drive, PO Box 9339, Tower Junction, Christchurch 8149, Phone: 03 379-4014, Fax: 03 365-2449, [email protected]
Directors: Marton Sinclair BE BSc FNZIS MIPENZ CPEng IntPE RPSurv Bruce Sinclair BSc MNZIS RPSurv Maurice Perwick Dip Surv MNZIS RPSurv SSSI CP (HS1) Mark Allan BSurv NZCLS MNZIS RPSurv John des Brouard BE MIPENZ Principals: Richard Wilson BE MIPENZ Warren Haynes BSurv MNZIS RPSurv Samuel Cech BSpSc ANZIS Associates: Ken Burrowes NZCD ANZIS Alistair Cocks BSurv NZCLS MNZIS RPSurv Simon Ironside BSurv MNZIS RPSurv SSSI CP (HS1) John Henry BE (Hons) MIPENZ CPEng Keith Mills BSc MNZIS RPSurv John Aramowicz BE Mining (Hons) MIPENZ CPEng IntPE Darren Hocken BSurv MNZIS LCS
w w w . e l i o t s i n c l a i r . c o . n z
28 March 2014 Our Ref: 351687
Ngāi Tahu Property Ltd
PO Box 130060
Armagh
Christchurch 8141
Attention: Scott Johansson
Dear Sir
Re: Foundation Report - Lots 338-368, 381-385 & 552
Wigram Skies – Tautoru (Neighbourhood 5U), 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 Neighbourhood 5U of the
Wigram Skies Subdivision.
These lots are 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.
The common site name for marketing purposes is Wigram Skies – Tautoru Subdivision.
2. Historic Services
Some parts of the subdivision contain historic services which are now redundant. When
encountered these were removed, or were cut and sealed if necessary, before filling over.
The nature and degree of compaction of the historic fill is unknown, however, any
unsuitable historic fill materials that were observed by the inspecting engineer at the
time of subdivision construction were removed by the Contractor before placement of
controlled fill materials.
3. Earthworks and Ground Preparation
Excavation and filling earthworks were undertaken as part of subdivision construction to
remove old building services, access roads and airport taxiways or unsuitable historical
fill material. Excavations were made to remove topsoil and any obvious historic fill
materials, down onto clean insitu subsoil materials, generally sand and silty sand, before
placement of controlled compaction of fill materials to provide adequate falls for
drainage.
Deeper excavations were carried out on Lots 338, 350-354, 361-367 & 385 to remove
old services and uncontrolled fill encountered up to 1.6m below ground level. Where
historic fill material was encountered, it typically comprised clean silty sand and sandy
silt and did not contain any unsuitable materials such as rubbish, or organic matter.
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Fill materials used for the construction of Neighbourhood 5U were sourced from other on-
site excavations and comprised a blend of silt and sand. Fill materials were placed in
layers not exceeding 300mm thickness, and compacted using a large drum-type heavy
vibrating roller.
The clean controlled fill materials were generally placed in accordance with NZS
4431:1989 “Code of Practice for Earthfill for Residential Development” as outlined by
Eliot Sinclair & Partners Inspecting Engineers Report, Ref 351687 and dated 12 March
2014.
Upon completion of the controlled filling operation, the finished ground was typically
surfaced with around 300mm to 400mm of silty topsoil that was lightly rolled, straw
mulched, and sown with grass seed.
The maximum depth to the bottom of the controlled, compacted engineered fill
(excluding topsoil) is up to 1.4m in places along the backfilled trenches, and typically up
to 0.8m across other parts of the site. Refer to Eliot Sinclair & Partners drawing 351687
G1 Sheet 1 of 1.
The requirements of the Filling Certificate that addressed the controlled fill materials, and
any specific requirements for foundations identified on the certificate, are addressed later
in this foundation report.
4. Site Investigation
Our investigation of Neighbourhood 5U was carried out in October 2013 and January
2014 at the completion of the filling earthworks, and investigations for each lot typically
consisted of one 300mm diameter machine auger hole to a target depth of at least 3.0m
below ground level, and two to four hydraulic penetrometers to a target depth of 2.5m
below ground level.
Lots 366, 367 and 368 were not tested as additional ground works to construct a
compacted gravel raft were still to be completed at the time of our investigation.
Hydraulic penetrometer testing was carried out by Canterbury Geotest in October 2013
using a Hydraulic Scala-Mini CPT rig. The data is recorded by measuring the force applied
by the hydraulic rams to the probe and then an inferred penetration resistance in blows
per 100mm depth is plotted. The Hydraulic Scala-Mini CPT rig has been calibrated against
a Scala penetrometer by field testing.
These results indicate both the soil strata and the soil bearing capacity. Please refer to
the attached Site Investigation Records.
4.1. Lots 338, 340-342, 344, 346, 347, 350-354, 356, 361, 362 & 381-385
The machine auger holes for these lots generally revealed 250mm to 350mm depth of
sandy and silty topsoil fill, over various layers of controlled fill, generally comprising
sand, silty sand and sandy silt, to between 0.4m to 0.85m depth. Underlying the fill
materials were various layers of insitu sand, silt, silty sand and sandy silt to between
3.0m to 3.3m depth where the auger holes were terminated.
On Lot 385, insitu gravels were encountered between 2.2m to 2.75m below ground level,
where the machine auger was terminated due to the compact nature of the gravel. There
was no evidence that this was fill material.
Eliot Sinclair and Partners Ltd
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4.2. Lots 339, 343, 345, 348, 349, 355, 357-360, 363-365 & 552
The machine auger holes for these lots generally revealed 250mm to 400mm of silty and
sandy topsoil fill, over various layers of insitu sand, silt, silty sand and sandy silt to 3.2m
depth where the machine augers were terminated.
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, and an ultimate bearing capacity
exceeding 300kPa.
5.1. Bearing Capacity
In terms of static bearing capacity only, the Scala penetrometer resistances immediately
below the topsoil layer, at 250mm to 400mm below ground level, generally exceeded the
minimum penetration resistance requirements to be termed acceptable as “Good Ground”
in accordance with the Acceptable Solutions and Verification Methods for New Zealand
Building Code, Clause B1 Structure. Where the minimum penetration resistance
requirements were not met immediately below the topsoil layer, “Good Ground” was
generally encountered within 50mm to 200mm below the underside of the topsoil fill
layer.
However, for Lots 346, 356 and 361, “Good Ground” occurs around 0.7m to 1.1m below
ground level.
5.2. Liquefaction and Lateral Spread
Tonkin & Taylor (T&T) have extensively investigated the deeper geotechnical conditions
across the site to assess the potential for liquefaction, and the results of this are
summarised in their report “Wigram Skies Subdivision Geotechnical Assessment1”, 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 (2).
T&T have established that Neighbourhood 5U is predominantly underlain by “Near surface
gravel” and characterised the site into land classifications. The report concluded:
“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 have a very low
risk of liquefaction induced ground damage.”
“There are exceptions to this, including an area where a liquefiable sand layer is
present from 4-6m below ground level and small areas adjacent to stormwater
detention basins where lateral spreading may occur.”
1 Wigram Skies Subdivision Geotechnical Assessment, dated August 2013/Revision 1, prepared by Tonkin &
Taylor Ltd for Ngāi Tahu Property Ltd.
2 Ministry for 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).
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Refer to Eliot Sinclair & Partners drawing 351687 G4 Sheet 1 of 1 for lot zonings in
Neighbourhood 5U.
For Neighbourhood 5U, the lots relating to each land classification are summarized
below;
5.2.1. Lots 338-343, 348-362, 381-385 & 552
These lots do not have a risk of liquefaction induced land damage or lateral
spreading. Subsequently, T&T’s report1 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”3.
5.2.2. Lots 344-347 & 363-365
T&T’s report1 concludes these lots are located in an area with a potentially liquefiable
sand layer located between 4 to 6m below ground level, and consequently there is a
minor risk of lateral spreading towards the stormwater basin, located south of
Neighbourhood 5U. However, land damage is only expected in a large earthquake
event with a return period greater than 350 years, i.e. exceeding the Serviceability
Limit State.
Subsequently, T&T’s report1 confirms that TC2 foundation Options 2-5 of the MBIE
Guidelines3 will be suitable. These foundation options are consistent with land
classified as Technical Category 2 (TC2). TC2 land is described as land where
“Liquefaction damage is possible in future large earthquakes.”3
As these sites are underlain by potentially liquefiable layers at 4-6m below ground
level, and have a minor risk of lateral spreading, the ground cannot be defined as
“Good Ground” and specific foundation design will be required.
5.2.3. Lots 366, 367 & 368
T&T have identified that these lots are located in an area where there is a risk of
lateral spreading towards the stormwater basin and recommend a TC2 foundation
system constructed over a base-reinforced compacted gravel raft to mitigate the risk
of damage due lateral spreading towards the stormwater basin.
As this site has a risk of lateral spread, the ground cannot be defined as “Good
Ground” and specific foundation design will be required.
3 Ministry for Business, Innovation & Employment “Guidance: Repairing and Rebuilding houses affected by the
Canterbury earthquakes” Version 3, December 2012 (released 31 January 2013).
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6. Foundation Requirements for Buildings Within the Scope of NZS 3604:2011
6.1. Technical Category 1 Equivalent: Lots 338-343, 348-362, 381-385 & 552
For these sites, T&T recommends foundations can be constructed as per NZS 3604:2011
provided shallow testing confirms a geotechnical bearing capacity greater than 300kPa.
Our site investigation has confirmed that the subsoil materials below 300mm to 500mm
depth on most lots within Neighbourhood 5U may be regarded as “Good Ground” in
accordance with the Acceptable Solutions and Verification Methods for the New Zealand
Building Code, Clause B1 Structure. The minimum foundation depths to reach “Good
Ground” for the purposes for NZS 3604:2011 are specified below.
The topsoil fill placed across this neighbourhood varies from compact silty topsoil
generally with little or no obvious organic material, to soft and loose topsoil. The
penetrometer tests and machine augers indicate that the lots with firm silty topsoil will
be adequate to support the light loads from a residential floor slab.
As a minimum requirement for all lots, all turf and organic-rich topsoil, and at least the
upper 100mm of topsoil shall be removed from beneath the area of the floor slab, before
proof rolling or compacting to provide a firm surface.
However, on the lots where soft topsoil was identified, we consider the topsoil is at risk of
consolidation settlement and should not be relied upon to support floor slabs. Therefore,
all topsoil will need to be stripped from under floor slabs on these lots. This requirement
is noted in Section 6.1.2.
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.
As the ground has been subject to past earthworks activities during its use as an airbase,
all excavated foundation trenches and stripped floor slab areas shall be
inspected by an engineer experienced in foundation design in order to verify that
all foundations extend through all topsoil and bear onto clean, compact insitu subsoil or
controlled fill, and that the silty topsoil underneath the floor slab area does not contain
significant organic matter and is suitable to support loads imposed by the floor slab.
Where foundations bridge filled and natural ground, or where there is a significant
change in filling depth, particularly across Lots 338, 350-354, 361, 362 & 385, special
consideration may be required to minimize the risk of differential settlement by additional
excavation or providing additional reinforcing capacity. This will need to be addressed by
the foundation designer, and the foundation design engineer will need to confirm any
other specific requirements deemed necessary at the time of foundation inspection. The
foundation designer should refer to the Inspecting Engineers Report for the filling
operation to determine the depth of filling and alignment of deeper filled trenches before
specifying foundation requirements.
Site specific foundation requirements are listed below, and are summarized on the
attached Foundation Summary Sheet.
We note there may be other alternative options for foundations and floor slabs, but any
alternatives can only be determined once the design and location for a future house is
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available, and subject to further engineering investigation and reporting being
undertaken.
6.1.1. Lots 338, 340, & 350
Foundations for these lots are to be excavated through the topsoil layer to bear onto
clean sand or silt, and to a minimum depth of 300mm below existing ground level.
6.1.2. Lots 341-343, 348, 349, 351-361, 362, 382-385 & 552
Foundations for these lots are to be excavated through the topsoil layer to bear onto
clean sand or silt, and to a minimum depth of 400mm below existing ground level.
We note that while penetrometer testing for Lot 361 infers “Good Ground” is located
around 0.7m below ground level, the ultimate bearing strength at 400mm depth was
at least 300kPa and foundations can bear at this depth.
Soft topsoil was encountered on Lots 352 and 361 and therefore for buildings on
these lots; all topsoil shall be removed from beneath the floor slab and replaced
with compacted hardfill as specified in Section 6.1.
6.1.3. Lots 339 & 381
Foundations for these lots are to be excavated through the topsoil layer to bear onto
clean sand or silt, and to a minimum depth of 500mm below existing ground level.
6.2. Technical Category 2 Equivalent: Lots 344-347 & 363-365
These sites in Neighbourhood 5U are underlain by a potentially liquefiable soil layer
around 4 to 6m below ground level and have a minor risk of lateral spread towards the
stormwater basin in a large earthquake. As such, the ground cannot be considered “Good
Ground” and each foundation will be subject to specific engineering design by a
Chartered Professional Engineer (CPEng). Foundations will have to be designed to
accommodate potential ground movement associated with liquefaction-induced lateral
spread/stretch.
Tonkin & Taylor’s report1 advises building TC2 type foundations (Options 2 to 5)3 will be
suitable to mitigate this risk.
Essentially, the philosophy of the guidelines is to construct resilient type foundations so
that they do not split apart and are more easily able to be repaired and re-levelled if
there is ground deformation and foundation movement due to earthquake shaking.
With this philosophy in mind we recommend concrete foundations comprise a stiffened
waffle slab, being Option 4 of the Guidance Document3, which is designed for the bearing
conditions of the underlying ground. The other foundation options from the MBIE
Guidance Document3 can be used for these sites; however, Option 4 is likely to be the
cheapest solution when comparing with the other available foundation options.
If TC2 Option 4 foundations are chosen, the waffle slab foundations should be designed
to accommodate the movements specified in Clause 5.4 of the Guidance Document3. We
also recommend a double layer of polythene is placed between the ground and the
underside of the waffle slab, in accordance with the recommendations of Tonkin &
Taylor’s report1.
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The topsoil fill placed across this neighbourhood varies from compact silty topsoil
generally with only little or no obvious organic material, to soft and loose silty topsoil.
The penetrometer tests and machine augers indicate that where firm silty topsoil was
identified, it will be adequate to support the typical waffle slab foundation pressures.
As a minimum requirement for all lots, all turf and organic-rich topsoil, and at least the
upper 100mm of topsoil, shall be removed from beneath the area of the waffle slab,
before proof rolling or compacting to provide a firm surface.
However, for Lots 344 and 345, the testing has indicated the topsoil is soft and not
suitable to support the typical loads generated from a residential waffle slab, and
consequently any surcharge load may cause the topsoil to consolidate, resulting in
settlement. For Lots 344 and 345, we recommend stripping at least 200mm depth
of topsoil from beneath the area of the waffle slab, before proof rolling and
compacting to ensure the topsoil achieves an ultimate bearing capacity of at
least 300kPa. An engineer experienced in foundation design will need to confirm that
the silty topsoil is of suitable quality to support the waffle slab, and has been compacted
to achieve an ultimate bearing strength of at least 300kPa. If 300kPa cannot be achieved
through compaction methods, then further topsoil may need to be removed until a
desired material with adequate bearing capacity has been reached. We anticipate that in
a worst case scenario, all topsoil may need to be removed from beneath the area of the
waffle slab, which is typically around 350mm thick.
All excavations will also need to extend past the perimeter of the building, with a ratio of
1 vertical to 2 horizontal from the outer edge of the foundations to the lower outer edge
of the excavations, to allow for load spreading with the controlled, compacted backfill.
The excavated material can then be replaced with a well graded AP40 sandy gravel
placed and compacted in maximum 200mm layers to achieve a dry density of at least
2150kg/m³.
With the waffle slab supported on either firm silty topsoil or the compacted AP40 hardfill,
the foundations can be designed for an ultimate bearing strength qu=300kPa, and
assume a strength reduction factor of Фbc=0.5 for static conditions, and Фbceq=0.8 for
earthquake conditions.
The designers of the waffle slab will need to design the foundations for any external
isolated columns and posts of the house that support the roof. We anticipate that in a
liquefaction event, differential movement could occur between an isolated post footing
and the main waffle slab of the house due to the differences in the stiffness of the
foundation systems. To minimise the potential for differential settlement, any columns
and posts should be supported on an external waffle slab that is effectively connected to
the main waffle slab of the house.
The services shall be designed to exit through the side wall of the waffle slab foundation
and shall not be laid within the ground below the foundation. Provision should also be
made for easy repair of the services after a significant earthquake using flexible and/or
sliding fittings.
For this foundation system it would be necessary to obtain the foundation design
documentation from the supplier of the floor system to submit with the building consent
documentation. Builders should refer to the waffle slab design documentation for any
specific construction inspection requirements required by the foundation design engineer.
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However, as the ground has been subject to past earthworks activities during its use as
an airbase, we recommend each foundation excavation is inspected by an engineer
experienced in foundation design in order to verify the foundation subgrade bearing
conditions.
6.3 Technical Category 2 Equivalent + Gravel Raft: Lots 366, 367 & 368
These lots in Neighbourhood 5U are underlain by a potentially liquefiable soil layer
around 4 to 6m below ground level and are located close to a stormwater basin and
consequently, are considered by Tonkin & Taylor to have a moderate risk of lateral
spread.
T&T’s report1 advises without ground improvements, foundations for a dwelling on these
lots could be unduly affected by ground settlement or lateral spread in a large
earthquake event.
The ground improvements and foundations requirements for buildings on Lots 366, 367
and 368 have been previously reported on by Eliot Sinclair & Partners, “Foundation
Requirements” report Ref 351784 and dated 14 August 2013. In conjunction with the
Foundation Requirements report, additional design requirements are discussed below.
At the time of writing this report, all ground improvement works have generally been
completed for these lots, and are awaiting placement of topsoil to achieve the final
finished level. One the finished level has been achieved; a gravel raft completion report
outlining any construction observations and test results will be issued.
The foundations can be designed for an ultimate bearing strength qu=200kPa, and
assume a strength reduction factor of Фbc=0.5 for static conditions, and Фbceq=0.8 for
earthquake conditions.
The designers of the waffle slab will need to design the foundations for any external
isolated columns and posts of the house that support the roof. We anticipate that in a
liquefaction event, differential movement could occur between an isolated post footing
and the main waffle slab of the house due to the differences in the stiffness of the
foundation systems. To minimise the potential for differential settlement, any columns
and posts should be supported on an external waffle slab that is effectively connected to
the main waffle slab of the house.
The services shall be designed to exit through the side wall of the waffle slab foundation
and shall not be laid within the ground below the foundation. Provision should also be
made for easy repair of the services after a significant earthquake using flexible and/or
sliding fittings.
Care will need to be taken to ensure any geogrid reinforcing is not damaged by
excavations i.e. for service trenches etc.
Eliot Sinclair & Partners shall inspect the service trenches for these lots, prior to
any haunching or backfilling, to confirm that the geogrid reinforcing is
undamaged, as specified in the Foundation Requirements report drawings.
For this foundation system it would be necessary to obtain the foundation design
documentation from the supplier of the floor system to submit with the building consent
documentation. Builders should refer to the waffle slab design documentation for any
specific construction inspection requirements required by the foundation design engineer,
Eliot Sinclair and Partners Ltd Page 9
however, as a minimum requirement, all excavations for these lots will need to be inspected to confirm that the foundation system will bear onto silt fill with an ultimate bearing strength of at least 200kPa.
7. Foundation Requirements for Buildinqs Outside the Scope of NZS 3604:2011
Buildings outside the scope of NZS 3604: 2011 will require specific foundation investigation and engineering design.
8. Disclaimer
Comments made in this geotechnical and foundation report are based on our visual inspection of the site during subdivision construction, shallow hydraulic penetrometer testing and machine auger test holes across Neighbourhood 5U, Tonkin & Taylor's August 2013 reportl, and reference to the most recent version of the Ministry of Business, Innovation and Employments Guidelines3
•
Whilst every care was taken during our investigation and interpretation of subsurface conditions, there may well be subsoil strata and features that were not detected. Additionally, on-going seismicity in the general area may lead to deterioration or additional ground settlement that could not have been anticipated at time of writing of this report.
The exposure of such conditions, or occurrence of additional strong seismicity, or any update to the NZBC or MBIE guidelines, may require a review of our recommendations. Eliot Sinclair & Partners should be contacted 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 Tahu Property Ltd. No liability is accepted by this company or any employee of this company with respect to the use of this report by any other party.
Yours faithfully ELIOT SINCLAIR & PARTNERS LTD
John Aramowicz BE(Hons), MIPENZ (1008112), CPEng, IntPE(NZ) Associate Geotechnical Engineer jta: rgojlbw
Enclosed:
• Foundation Summary Sheet, 2p
• Eliot Sinclair & Partners Drawing Set 351687:
- G1 Sheet 1 of 1, "Depth Contours Including Topsoil - Engineered Fill -September 2013", dated 10 February 2014.
Eliot Sinclair surveyors I engineers I planners
Eliot Sinclair and Partners Ltd
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- G2 Sheet 1 of 1, “Depth Contours Including Topsoil – Geotech Test Positions –
Engineers Fill – September 2013”, dated 07 February 2014.
- G4 Sheet 1 of 1, “Building Foundation Layout – Wigram Skies Neighbourhood
5U”, dated 04 February 2014.
Eliot Sinclair & Partners Site Investigation Records, “Wigram Skies – Tautoru –
Neighbourhood 5U”, dated various dates in January 2014, 41p.
Foundation Summary Sheet
0
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351687_LetterVemail_jta_5U_Foundation_Summary_Sheet
Eliot Sinclair and Partners Ltd 20 Troup Drive, PO Box 9339, Tower Junction, Christchurch 8149, Phone: 03 379-4014, Fax: 03 365-2449, [email protected]
Directors: Marton Sinclair BE BSc FNZIS MIPENZ CPEng IntPE RPSurv Bruce Sinclair BSc MNZIS RPSurv Maurice Perwick Dip Surv MNZIS RPSurv SSSI CP (HS1) Mark Allan BSurv NZCLS MNZIS RPSurv John des Brouard BE MIPENZ Principals: Richard Wilson BE MIPENZ Warren Haynes BSurv MNZIS RPSurv Samuel Cech BSpSc ANZIS Associates: Ken Burrowes NZCD ANZIS Alistair Cocks BSurv NZCLS MNZIS RPSurv Simon Ironside BSurv MNZIS RPSurv SSSI CP (HS1) John Henry BE (Hons) MIPENZ CPEng Keith Mills BSc MNZIS RPSurv John Aramowicz BE Mining (Hons) MIPENZ CPEng IntPE Darren Hocken BSurv MNZIS LCS
w w w . e l i o t s i n c l a i r . c o . n z
Foundation Summary Sheet
Wigram Skies – Tautoru (Neighbourhood 5U)
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
338 TC1 NZS 3604:2011 300 300 100 6.1
339 TC1 NZS 3604:2011 500 300 100 6.1
340 TC1 NZS 3604:2011 300 300 100 6.1
341 TC1 NZS 3604:2011 400 300 100 6.1
342 TC1 NZS 3604:2011 400 300 100 6.1
343 TC1 NZS 3604:2011 400 300 100 6.1
344 TC2 TC2 Option 4
300 200 6.2
345 TC2 TC2 Option 4 300 200 6.2
346 TC2 TC2 Option 4 300 100 6.2
347 TC2 TC2 Option 4 300 100 6.2
348 TC1 NZS 3604:2011 400 300 100 6.1
349 TC1 NZS 3604:2011 400 300 100 6.1
350 TC1 NZS 3604:2011 300 300 100 6.1
351 TC1 NZS 3604:2011 400 300 100 6.1
352 TC1 NZS 3604:2011 400 300 350 6.1
353 TC1 NZS 3604:2011 400 300 100 6.1
354 TC1 NZS 3604:2011 400 300 100 6.1
355 TC1 NZS 3604:2011 400 300 100 6.1
356 TC1 NZS 3604:2011 400 300 100 6.1
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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
357 TC1 NZS 3604:2011 400 300 100 6.1
358 TC1 NZS 3604:2011 400 300 100 6.1
359 TC1 NZS 3604:2011 400 300 100 6.1
360 TC1 NZS 3604:2011 400 300 100 6.1
361 TC1 NZS 3604:2011 400 300 300 6.1
362 TC1 NZS 3604:2011 400 300 100 6.1
363 TC2 TC2 Option 4
300 100 6.2
364 TC2 TC2 Option 4 300 100 6.2
365 TC2 TC2 Option 4 300 100 6.2
366 TC2 + Gravel
Raft TC2 Option 4 + Gravel
Raft 200 270 6.3
367 TC2 + Gravel
Raft TC2 Option 4 + Gravel
Raft 200 270 6.3
368 TC2 + Gravel
Raft TC2 Option 4 + Gravel
Raft 200 270 6.3
381 TC1 NZS 3604:2011 500 300 100 6.1
382 TC1 NZS 3604:2011 400 300 100 6.1
383 TC1 NZS 3604:2011 400 300 100 6.1
384 TC1 NZS 3604:2011 400 300 100 6.1
385 TC1 NZS 3604:2011 400 300 100 6.1
552 TC1 NZS 3604:2011 400 300 100 6.1
NOTE: This Foundation Summary Sheet is to be read in conjunction with Eliot Sinclair &
Partners Foundation Report, Ref 351687, dated 28 March 2014.
Drawings
348
34735
234
9
346
345
344
339 34
2 343
340
351
350
341
359
360
361 36
2
363
364
365
367
368
357
358
356
355
552
383
384
385
Kitty
haw
k A
venue
Mac
Kin
der
Dri
ve
354
353
338
381
382
Tosland Street
Hubbard Drive
366
0 15 30 45 60 90 120 150metres
Scale Bar
LEGEND
No Liquefaction or Lateral Spread Risk
Low Liquefaction and/orLateral Spread Risk
Moderate Lateral Spread Risk
Refer to Eliot Sinclair andPartners FoundationRequirements ReportRef # 351784 dated 14 August 2013
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2000
[ plotted: Tuesday, February 04, 2014 11:18:28 ] [ computer operator: gjp ] [ Project: G:\Jobs\99\993399\12d\surv\EW\S5\GEOTECH NBH5U\GEOTECH NBH5U ]
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© 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
Site Investigation Records
Job Number
Date Tested
Page 1 of 41
Lot
Sheet
Client Site Technical Category
DEPTH
[m]
(Borehole @ A)
SITE DIAGRAM COMMENTS
351687
16-Jan-2014
SITE INVESTIGATION RECORD
Ngai Tahu Property Wigram Skies - Tautoru - Neighbourhood 5UTC1 Equivalent¹
338
1 of 1
20 Troup Drive, Tower Junction
PO Box 9339, Christchurch 8149
Ph. (03) 379-4014 Fax. (03) 365-2449
QJF/HFM CHECKED BY: JTA
See attached site plan
(351687 - G2 - Sheet 1 of 1)
SCALA PENETROMETER TESTS BORE LOGS
1"Wigram Skies Subdivision Geotechnical Assessment", dated August
2013/Revision 1, prepared by Tonkin & Taylor Ltd.
LOGGED BY:
0 1 2 3 4 5 6 7 8 9 10 11 12 13 14 15
P1 P2
Number of Blows per 100mm
0.2
0.4
0.6
0.8
1.2
1.0
GL
3.0
3.2
1.4
1.6
2.2
2.4
2.6
2.8
1.8
2.0
3.4
Hand Auger
Machine Auger
Test Pit
Brown sandy silty TOPSOIL Fill
Brown SAND Fill, damp
Brownish grey SAND, moist, iron staining
Grey SAND, moist, iron staining
Grey silty SAND, moist, iron staining
Grey sandy SILT, moist, iron staining
Grey SAND, moist, iron staining
Grey sandy SILT, moist, iron staining
Grey silty SAND, moist, iron staining
STOP - Target Depth
Minimum penetration resistance (based on 300mm wide footing) required for "Good Ground" as defined in the Acceptable Solutions and Verification Methods for NZBC Clause B1 Structure.
Job Number
Date Tested
Page 2 of 41
Lot
Sheet
Client Site Technical Category
DEPTH
[m]
(Borehole @ A)
SITE DIAGRAM COMMENTS
351687
16-Jan-2014
SITE INVESTIGATION RECORD
Ngai Tahu Property Wigram Skies - Tautoru - Neighbourhood 5UTC1 Equivalent¹
339
1 of 1
20 Troup Drive, Tower Junction
PO Box 9339, Christchurch 8149
Ph. (03) 379-4014 Fax. (03) 365-2449
QJF/HFM CHECKED BY: JTA
See attached site plan
(351687 - G2 - Sheet 1 of 1)
SCALA PENETROMETER TESTS BORE LOGS
1"Wigram Skies Subdivision Geotechnical Assessment", dated August
2013/Revision 1, prepared by Tonkin & Taylor Ltd.
LOGGED BY:
0 1 2 3 4 5 6 7 8 9 10 11 12 13 14 15
P1 P2
Number of Blows per 100mm
0.2
0.4
0.6
0.8
1.2
1.0
GL
3.0
3.2
1.4
1.6
2.2
2.4
2.6
2.8
1.8
2.0
3.4
Hand Auger
Machine Auger
Test Pit
Brown silty TOPSOIL Fill
Brown SAND, damp
Grey SILT, moist, iron staining
Bluish grey SILT, wet
Grey sandy SILT, wet, minor iron staining
STOP - Target Depth
Minimum penetration resistance (based on 300mm wide footing) required for "Good Ground" as defined in the Acceptable Solutions and Verfication Methods for NZBC Clause B1 Structure.
Job Number
Date Tested
Page 3 of 41
Lot
Sheet
Client Site Technical Category
DEPTH
[m]
(Borehole @ A)
SITE DIAGRAM COMMENTS
QJF/HFM CHECKED BY: JTA
See attached site plan
(351687 - G2 - Sheet 1 of 1)
SCALA PENETROMETER TESTS BORE LOGS
1"Wigram Skies Subdivision Geotechnical Assessment", dated August
2013/Revision 1, prepared by Tonkin & Taylor Ltd.
LOGGED BY:
351687
16-Jan-2014
SITE INVESTIGATION RECORD
Ngai Tahu Property Wigram Skies - Tautoru - Neighbourhood 5UTC1 Equivalent¹
340
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
0.2
0.4
0.6
0.8
1.2
1.0
GL
3.0
3.2
1.4
1.6
2.2
2.4
2.6
2.8
1.8
2.0
3.4
Hand Auger
Machine Auger
Test Pit
Brown silty TOPSOIL Fill
Brown silty SAND Fill
Grey silty SAND, moist, iron staining
Grey SAND, moist, iron staining
Grey SILT, moist, iron staining
Grey SAND, some silt content, moist to wet
STOP - Target Depth
Minimum penetration resistance (based on 300mm wide footing) required for "Good Ground" as defined in the Acceptable Solutions and Verfication Methods for NZBC Clause B1 Structure.
Job Number
Date Tested
Page 4 of 41
Lot
Sheet
Client Site Technical Category
DEPTH
[m]
(Borehole @ A)
SITE DIAGRAM COMMENTS
351687
16-Jan-2014
SITE INVESTIGATION RECORD
Ngai Tahu Property Wigram Skies - Tautoru - Neighbourhood 5UTC1 Equivalent¹
341
1 of 1
20 Troup Drive, Tower Junction
PO Box 9339, Christchurch 8149
Ph. (03) 379-4014 Fax. (03) 365-2449
QJF/HFM CHECKED BY: JTA
See attached site plan
(351687 - G2 - Sheet 1 of 1)
SCALA PENETROMETER TESTS BORE LOGS
1"Wigram Skies Subdivision Geotechnical Assessment", dated August
2013/Revision 1, prepared by Tonkin & Taylor Ltd.
LOGGED BY:
0 1 2 3 4 5 6 7 8 9 10 11 12 13 14 15
P1 P2
Number of Blows per 100mm
0.2
0.4
0.6
0.8
1.2
1.0
GL
3.0
3.2
1.4
1.6
2.2
2.4
2.6
2.8
1.8
2.0
3.4
Hand Auger
Machine Auger
Test Pit
Brown silty TOPSOIL Fill
Brown SAND Fill, damp
Grey SAND, moist, iron staining
Grey SILT, moist, iron staining
Grey sandy SILT, moist to wet
STOP - Target Depth
Minimum penetration resistance (based on 300mm wide footing) required for "Good Ground" as defined in the Acceptable Solutions and Verification Methods for NZBC Clause B1 Structure.
Job Number
Date Tested
Page 5 of 41
Lot
Sheet
Client Site Technical Category
DEPTH
[m]
(Borehole @ A)
SITE DIAGRAM COMMENTS
351687
16-Jan-2014
SITE INVESTIGATION RECORD
Ngai Tahu Property Wigram Skies - Tautoru - Neighbourhood 5UTC1 Equivalent¹
342
1 of 1
20 Troup Drive, Tower Junction
PO Box 9339, Christchurch 8149
Ph. (03) 379-4014 Fax. (03) 365-2449
QJF/HFM CHECKED BY: JTA
See attached site plan
(351687 - G2 - Sheet 1 of 1)
SCALA PENETROMETER TESTS BORE LOGS
1"Wigram Skies Subdivision Geotechnical Assessment", dated August
2013/Revision 1, prepared by Tonkin & Taylor Ltd.
LOGGED BY:
0 1 2 3 4 5 6 7 8 9 10 11 12 13 14 15
P1 P2
Number of Blows per 100mm
0.2
0.4
0.6
0.8
1.2
1.0
GL
3.0
3.2
1.4
1.6
2.2
2.4
2.6
2.8
1.8
2.0
3.4
Hand Auger
Machine Auger
Test Pit
Brown silty TOPSOIL Fill
Brown sandy SILT Fill, dry
Grey SILT, moist, iron staining
Grey SAND, moist, iron staining
Grey SILT, some dark brown silt content < 1 %, moist to wet, iron staining
Grey SILT, moist to wet, iron staining
Grey sandy SILT, wet, minor iron staining
STOP - Target Depth
Minimum penetration resistance (based on 300mm wide footing) required for "Good Ground" as defined in the Acceptable Solutions and Verification Methods for NZBC Clause B1 Structure.
Job Number
Date Tested
Page 6 of 41
Lot
Sheet
Client Site Technical Category
DEPTH
[m]
(Borehole @ A)
SITE DIAGRAM COMMENTS
QJF/HFM CHECKED BY: JTA
See attached site plan
(351687 - G2 - Sheet 1 of 1)
SCALA PENETROMETER TESTS BORE LOGS
1"Wigram Skies Subdivision Geotechnical Assessment", dated August
2013/Revision 1, prepared by Tonkin & Taylor Ltd.
LOGGED BY:
351687
16-Jan-2014
SITE INVESTIGATION RECORD
Ngai Tahu Property Wigram Skies - Tautoru - Neighbourhood 5UTC1 Equivalent¹
343
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
0.2
0.4
0.6
0.8
1.2
1.0
GL
3.0
3.2
1.4
1.6
2.2
2.4
2.6
2.8
1.8
2.0
3.4
Hand Auger
Machine Auger
Test Pit
Brown silty TOPSOIL Fill
Grey SAND, moist, iron staining
Grey sandy SILT, moist, iron staining
Grey SAND, moist, iron staining
Grey SILT, moist to wet, iron staining
Grey sandy SILT, wet, minor iron staining
STOP - Target Depth
Minimum penetration resistance (based on 300mm wide footing) required for "Good Ground" as defined in the Acceptable Solutions and Verification Methods for NZBC Clause B1 Structure.
Job Number
Date Tested
Page 7 of 41
Lot
Sheet
Client Site Technical Category
DEPTH
[m]
(Borehole @ A)
SITE DIAGRAM COMMENTS
QJF/HFM CHECKED BY: JTA
See attached site plan
(351687 - G2 - Sheet 1 of 1)
SCALA PENETROMETER TESTS BORE LOGS
1"Wigram Skies Subdivision Geotechnical Assessment", dated August
2013/Revision 1, prepared by Tonkin & Taylor Ltd.
LOGGED BY:
351687
16-Jan-2014
SITE INVESTIGATION RECORD
Ngai Tahu Property Wigram Skies - Tautoru - Neighbourhood 5UTC2 Equivalent¹
344
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
0.2
0.4
0.6
0.8
1.2
1.0
GL
3.0
3.2
1.4
1.6
2.2
2.4
2.6
2.8
1.8
2.0
3.4
Hand Auger
Machine Auger
Test Pit
Brown silty TOPSOIL Fill
Brown silty SAND Fill, some stones, some cobbles
Grey SAND, moist, iron staining
Grey silty SAND, moist to wet, iron staining
Bluish grey SILT, moist to wet, iron staining, slightly plastic
Grey sandy SILT, moist to wet, iron staining
STOP - Target Depth
Minimum penetration resistance (based on 300mm wide footing) required for "Good Ground" as defined in the Acceptable Solutions and Verification Methods for NZBC Clause B1 Structure.
Job Number
Date Tested
Page 8 of 41
Lot
Sheet
Client Site Technical Category
DEPTH
[m]
SITE DIAGRAM COMMENTS
351687
16-Jan-2014
SITE INVESTIGATION RECORD
Ngai Tahu Property Wigram Skies - Tautoru - Neighbourhood 5UTC2 Equivalent
344
2 of 2
20 Troup Drive, Tower Junction
PO Box 9339, Christchurch 8149
Ph. (03) 379-4014 Fax. (03) 365-2449
CHECKED BY: JTA
See attached site plan
(351687 - G2 - Sheet 1 of 1)
SCALA PENETROMETER TESTS BORE LOGS
1"Wigram Skies Subdivision Geotechnical Assessment", dated August
2013/Revision 1, prepared by Tonkin & Taylor Ltd.
LOGGED BY:
0 1 2 3 4 5 6 7 8 9 10 11 12 13 14 15
P3 P4
Number of Blows per 100mm
0.2
0.4
0.6
0.8
1.2
1.0
GL
3.0
3.2
1.4
1.6
2.2
2.4
2.6
2.8
1.8
2.0
3.4
Hand Auger
Machine Auger
Test Pit
Minimum penetration resistance (based on 300mm wide footing) required for "Good Ground" as defined in the Acceptable Solutions and Verification Methods for NZBC Clause B1 Structure.
Job Number
Date Tested
Page 9 of 41
Lot
Sheet
Client Site Technical Category
DEPTH
[m]
SITE DIAGRAM COMMENTS
351687
16-Jan-2014
SITE INVESTIGATION RECORD
Ngai Tahu Property Wigram Skies - Tautoru - Neighbourhood 5UTC2 Equivalent
345
1 of 2
20 Troup Drive, Tower Junction
PO Box 9339, Christchurch 8149
Ph. (03) 379-4014 Fax. (03) 365-2449
CHECKED BY: JTA
See attached site plan
(351687 - G2 - Sheet 1 of 1)
SCALA PENETROMETER TESTS BORE LOGS
1"Wigram Skies Subdivision Geotechnical Assessment", dated August
2013/Revision 1, prepared by Tonkin & Taylor Ltd.
LOGGED BY:
0 1 2 3 4 5 6 7 8 9 10 11 12 13 14 15
P1 P2
Number of Blows per 100mm
0.2
0.4
0.6
0.8
1.2
1.0
GL
3.0
3.2
1.4
1.6
2.2
2.4
2.6
2.8
1.8
2.0
3.4
Hand Auger
Machine Auger
Test Pit
Minimum penetration resistance (based on 300mm wide footing) required for "Good Ground" as defined in the Acceptable Solutions and Verification Methods for NZBC Clause B1 Structure.
Job Number
Date Tested
Page 10 of 41
Lot
Sheet
Client Site Technical Category
DEPTH
[m]
(Borehole @ A)
SITE DIAGRAM COMMENTS
351687
16-Jan-2014
SITE INVESTIGATION RECORD
Ngai Tahu Property Wigram Skies - Tautoru - Neighbourhood 5UTC2 Equivalent
345
2 of 2
20 Troup Drive, Tower Junction
PO Box 9339, Christchurch 8149
Ph. (03) 379-4014 Fax. (03) 365-2449
QJF/HFM CHECKED BY: JTA
See attached site plan
(351687 - G2 - Sheet 1 of 1)
SCALA PENETROMETER TESTS BORE LOGS
1"Wigram Skies Subdivision Geotechnical Assessment", dated August
2013/Revision 1, prepared by Tonkin & Taylor Ltd.
LOGGED BY:
0 1 2 3 4 5 6 7 8 9 10 11 12 13 14 15
P3 P4
Number of Blows per 100mm
0.2
0.4
0.6
0.8
1.2
1.0
GL
3.0
3.2
1.4
1.6
2.2
2.4
2.6
2.8
1.8
2.0
3.4
Hand Auger
Machine Auger
Test Pit
Minimum penetration resistance (based on 300mm wide footing) required for "Good Ground" as defined in the Acceptable Solutions and Verification Methods for NZBC Clause B1 Structure.
Brown silty TOPSOIL Fill
Grey SILT, dry
Grey SAND, dry, iron staining
Grey SAND, moist, iron staining
Grey SILT, moist, iron staining, slightly plastic
Grey sandy SILT, moist to wet, iron staining
Grey SAND, moist to wet, iron staining
STOP - Target Depth
Job Number
Date Tested
Page 11 of 41
Lot
Sheet
Client Site Technical Category
DEPTH
[m]
(Borehole @ A)
SITE DIAGRAM COMMENTS
351687
16-Jan-2014
SITE INVESTIGATION RECORD
Ngai Tahu Property Wigram Skies - Tautoru - Neighbourhood 5UTC2 Equivalent
346
1 of 2
20 Troup Drive, Tower Junction
PO Box 9339, Christchurch 8149
Ph. (03) 379-4014 Fax. (03) 365-2449
QJF/HFM CHECKED BY: JTA
See attached site plan
(351687 - G2 - Sheet 1 of 1)
SCALA PENETROMETER TESTS BORE LOGS
1"Wigram Skies Subdivision Geotechnical Assessment", dated August
2013/Revision 1, prepared by Tonkin & Taylor Ltd.
LOGGED BY:
0 1 2 3 4 5 6 7 8 9 10 11 12 13 14 15
P1 P2
Number of Blows per 100mm
0.2
0.4
0.6
0.8
1.2
1.0
GL
3.0
3.2
1.4
1.6
2.2
2.4
2.6
2.8
1.8
2.0
3.4
Hand Auger
Machine Auger
Test Pit
Brown silty TOPSOIL Fill
Brown sandy SILT Fill, some stones
Grey SAND, moist, iron staining
Grey SILT, moist to wet, iron staining, slightly plastic
Grey silty SAND, moist to wet, iron staining
Grey sandy SILT, wet, minor iron staining
STOP - Target Depth
Minimum penetration resistance (based on 300mm wide footing) required for "Good Ground" as defined in the Acceptable Solutions and Verification Methods for NZBC Clause B1 Structure.
Job Number
Date Tested
Page 12 of 41
Lot
Sheet
Client Site Technical Category
DEPTH
[m]
SITE DIAGRAM COMMENTS
351687
16-Jan-2014
SITE INVESTIGATION RECORD
Ngai Tahu Property Wigram Skies - Tautoru - Neighbourhood 5UTC2 Equivalent
346
2 of 2
20 Troup Drive, Tower Junction
PO Box 9339, Christchurch 8149
Ph. (03) 379-4014 Fax. (03) 365-2449
CHECKED BY: JTA
See attached site plan
(351687 - G2 - Sheet 1 of 1)
SCALA PENETROMETER TESTS BORE LOGS
1"Wigram Skies Subdivision Geotechnical Assessment", dated August
2013/Revision 1, prepared by Tonkin & Taylor Ltd.
LOGGED BY:
0 1 2 3 4 5 6 7 8 9 10 11 12 13 14 15
P3 P4
Number of Blows per 100mm
0.2
0.4
0.6
0.8
1.2
1.0
GL
3.0
3.2
1.4
1.6
2.2
2.4
2.6
2.8
1.8
2.0
3.4
Hand Auger
Machine Auger
Test Pit
Minimum penetration resistance (based on 300mm wide footing) required for "Good Ground" as defined in the Acceptable Solutions and Verification Methods for NZBC Clause B1 Structure.
Job Number
Date Tested
Page 13 of 41
Lot
Sheet
Client Site Technical Category
DEPTH
[m]
SITE DIAGRAM COMMENTS
CHECKED BY: JTA
See attached site plan
(351687 - G2 - Sheet 1 of 1)
SCALA PENETROMETER TESTS BORE LOGS
1"Wigram Skies Subdivision Geotechnical Assessment", dated August
2013/Revision 1, prepared by Tonkin & Taylor Ltd.
LOGGED BY:
351687
16-Jan-2014
SITE INVESTIGATION RECORD
Ngai Tahu Property Wigram Skies - Tautoru - Neighbourhood 5UTC2 Equivalent
347
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
0.2
0.4
0.6
0.8
1.2
1.0
GL
3.0
3.2
1.4
1.6
2.2
2.4
2.6
2.8
1.8
2.0
3.4
Hand Auger
Machine Auger
Test Pit
Minimum penetration resistance (based on 300mm wide footing) required for "Good Ground" as defined in the Acceptable Solutions and Verification Methods for NZBC Clause B1 Structure.
Job Number
Date Tested
Page 14 of 41
Lot
Sheet
Client Site Technical Category
DEPTH
[m]
(Borehole @ A)
SITE DIAGRAM COMMENTS
QJF/HFM CHECKED BY: JTA
See attached site plan
(351687 - G2 - Sheet 1 of 1)
SCALA PENETROMETER TESTS BORE LOGS
1"Wigram Skies Subdivision Geotechnical Assessment", dated August
2013/Revision 1, prepared by Tonkin & Taylor Ltd.
LOGGED BY:
351687
16-Jan-2014
SITE INVESTIGATION RECORD
Ngai Tahu Property Wigram Skies - Tautoru - Neighbourhood 5UTC2 Equivalent
347
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
P3 P4
Number of Blows per 100mm
0.2
0.4
0.6
0.8
1.2
1.0
GL
3.0
3.2
1.4
1.6
2.2
2.4
2.6
2.8
1.8
2.0
3.4
Hand Auger
Machine Auger
Test Pit
Minimum penetration resistance (based on 300mm wide footing) required for "Good Ground" as defined in the Acceptable Solutions and Verification Methods for NZBC Clause B1 Structure.
Brown silty TOPSOIL Fill
Brown SAND Fill, dry
Grey SAND, moist, iron staining
Grey SILT, moist to wet, iron staining
Bluish grey SILT, moist to wet, iron staining, slightly plastic
Grey sandy SILT, wet, iron staining
STOP - Target Depth
Job Number
Date Tested
Page 15 of 41
Lot
Sheet
Client Site Technical Category
DEPTH
[m]
(Borehole @ A)
SITE DIAGRAM COMMENTS
QJF/HFM CHECKED BY: JTA
See attached site plan
(351687 - G2 - Sheet 1 of 1)
SCALA PENETROMETER TESTS BORE LOGS
1"Wigram Skies Subdivision Geotechnical Assessment", dated August
2013/Revision 1, prepared by Tonkin & Taylor Ltd.
LOGGED BY:
351687
16-Jan-2014
SITE INVESTIGATION RECORD
Ngai Tahu Property Wigram Skies - Tautoru - Neighbourhood 5UTC1 Equivalent¹
348
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
0.2
0.4
0.6
0.8
1.2
1.0
GL
3.0
3.2
1.4
1.6
2.2
2.4
2.6
2.8
1.8
2.0
3.4
Hand Auger
Machine Auger
Test Pit
Brown silty TOPSOIL Fill
Grey SILT, minor iron staining
Grey SAND, moist, iron staining
Grey sandy SILT, moist to wet, iron staining
Bluish grey SILT, wet, minor iron staining, slightly plastic
Grey sandy SILT, wet
STOP - Target Depth
Minimum penetration resistance (based on 300mm wide footing) required for "Good Ground" as defined in the Acceptable Solutions and Verification Methods for NZBC Clause B1 Structure.
Job Number
Date Tested
Page 16 of 41
Lot
Sheet
Client Site Technical Category
DEPTH
[m]
(Borehole @ A)
SITE DIAGRAM COMMENTS
351687
16-Jan-2014
SITE INVESTIGATION RECORD
Ngai Tahu Property Wigram Skies - Tautoru - Neighbourhood 5UTC1 Equivalent¹
349
1 of 1
20 Troup Drive, Tower Junction
PO Box 9339, Christchurch 8149
Ph. (03) 379-4014 Fax. (03) 365-2449
QJF/HFM CHECKED BY: JTA
See attached site plan
(351687 - G2 - Sheet 1 of 1)
SCALA PENETROMETER TESTS BORE LOGS
1"Wigram Skies Subdivision Geotechnical Assessment", dated August
2013/Revision 1, prepared by Tonkin & Taylor Ltd.
LOGGED BY:
0 1 2 3 4 5 6 7 8 9 10 11 12 13 14 15
P1 P2
Number of Blows per 100mm
0.2
0.4
0.6
0.8
1.2
1.0
GL
3.0
3.2
1.4
1.6
2.2
2.4
2.6
2.8
1.8
2.0
3.4
Hand Auger
Machine Auger
Test Pit
Brown silty TOPSOIL Fill
Grey SAND, moist, iron staining
Grey sandy SILT, moist to wet, iron staining
Grey SILT, moist to wet, iron staining, slightly plastic
Bluish grey sandy SILT, wet, iron staining
Grey silty SAND, moist
STOP - Target Depth
Minimum penetration resistance (based on 300mm wide footing) required for "Good Ground" as defined in the Acceptable Solutions and Verification Methods for NZBC Clause B1 Structure.
Job Number
Date Tested
Page 17 of 41
Lot
Sheet
Client Site Technical Category
DEPTH
[m]
(Borehole @ A)
SITE DIAGRAM COMMENTS
QJF/HFM CHECKED BY: JTA
See attached site plan
(351687 - G2 - Sheet 1 of 1)
SCALA PENETROMETER TESTS BORE LOGS
1"Wigram Skies Subdivision Geotechnical Assessment", dated August
2013/Revision 1, prepared by Tonkin & Taylor Ltd.
LOGGED BY:
351687
16-Jan-2014
SITE INVESTIGATION RECORD
Ngai Tahu Property Wigram Skies - Tautoru - Neighbourhood 5UTC1 Equivalent¹
350
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
0.2
0.4
0.6
0.8
1.2
1.0
GL
3.0
3.2
1.4
1.6
2.2
2.4
2.6
2.8
1.8
2.0
3.4
Hand Auger
Machine Auger
Test Pit
Brown silty TOPSOIL Fill
Brown silty SAND Fill, moist
Grey SAND, moist, iron staining
Grey sandy SILT, moist to wet, iron staining
Grey SILT, moist to wet, iron staining
Grey sandy SILT, moist to wet
Grey SAND, moist to wet
STOP - Target Depth
Minimum penetration resistance (based on 300mm wide footing) required for "Good Ground" as defined in the Acceptable Solutions and Verification Methods for NZBC Clause B1 Structure.
Job Number
Date Tested
Page 18 of 41
Lot
Sheet
Client Site Technical Category
DEPTH
[m]
(Borehole @ A)
SITE DIAGRAM COMMENTS
QJF/HFM CHECKED BY: JTA
See attached site plan
(351687 - G2 - Sheet 1 of 1)
SCALA PENETROMETER TESTS BORE LOGS
1"Wigram Skies Subdivision Geotechnical Assessment", dated August
2013/Revision 1, prepared by Tonkin & Taylor Ltd.
LOGGED BY:
351687
16-Jan-2014
SITE INVESTIGATION RECORD
Ngai Tahu Property Wigram Skies - Tautoru - Neighbourhood 5UTC1 Equivalent¹
351
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
0.2
0.4
0.6
0.8
1.2
1.0
GL
3.0
3.2
1.4
1.6
2.2
2.4
2.6
2.8
1.8
2.0
3.4
Hand Auger
Machine Auger
Test Pit
Brown silty TOPSOIL Fill
Brown SAND Fill, moist, some stones < 50 mm Ø
Grey SAND, moist, iron staining
Grey silty SAND, moist, iron staining
Bluish grey SILT, wet, minor iron staining, plastic
Bluish grey sandy SILT, wet, minor iron staining
STOP - Target Depth
Minimum penetration resistance (based on 300mm wide footing) required for "Good Ground" as defined in the Acceptable Solutions and Verification Methods for NZBC Clause B1 Structure.
Job Number
Date Tested
Page 19 of 41
Lot
Sheet
Client Site Technical Category
DEPTH
[m]
(Borehole @ A)
SITE DIAGRAM COMMENTS
QJF/HFM CHECKED BY: JTA
See attached site plan
(351687 - G2 - Sheet 1 of 1)
SCALA PENETROMETER TESTS BORE LOGS
1"Wigram Skies Subdivision Geotechnical Assessment", dated August
2013/Revision 1, prepared by Tonkin & Taylor Ltd.
LOGGED BY:
351687
16-Jan-2014
SITE INVESTIGATION RECORD
Ngai Tahu Property Wigram Skies - Tautoru - Neighbourhood 5UTC1 Equivalent¹
352
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
0.2
0.4
0.6
0.8
1.2
1.0
GL
3.0
3.2
1.4
1.6
2.2
2.4
2.6
2.8
1.8
2.0
3.4
Hand Auger
Machine Auger
Test Pit
Brown silty TOPSOIL Fill
Brown sandy SILT Fill, damp, debris (terracotta pipe piece @ 350 mm depth)
Grey SAND, some silt content, moist, iron staining
Grey silty SAND, moist, iron staining
Grey SILT, moist to wet, iron staining
Grey SILT, wet, minor iron staining, slightly plastic
STOP - Target Depth
Minimum penetration resistance (based on 300mm wide footing) required for "Good Ground" as defined in the Acceptable Solutions and Verification Methods for NZBC Clause B1 Structure.
Job Number
Date Tested
Page 20 of 41
Lot
Sheet
Client Site Technical Category
DEPTH
[m]
(Borehole @ A)
SITE DIAGRAM COMMENTS
351687
16-Jan-2014
SITE INVESTIGATION RECORD
Ngai Tahu Property Wigram Skies - Tautoru - Neighbourhood 5UTC1 Equivalent¹
353
1 of 1
20 Troup Drive, Tower Junction
PO Box 9339, Christchurch 8149
Ph. (03) 379-4014 Fax. (03) 365-2449
QJF/HFM CHECKED BY: JTA
See attached site plan
(351687 - G2 - Sheet 1 of 1)
SCALA PENETROMETER TESTS BORE LOGS
1"Wigram Skies Subdivision Geotechnical Assessment", dated August
2013/Revision 1, prepared by Tonkin & Taylor Ltd.
LOGGED BY:
0 1 2 3 4 5 6 7 8 9 10 11 12 13 14 15
P1 P2
Number of Blows per 100mm
0.2
0.4
0.6
0.8
1.2
1.0
GL
3.0
3.2
1.4
1.6
2.2
2.4
2.6
2.8
1.8
2.0
3.4
Hand Auger
Machine Auger
Test Pit
Brown silty TOPSOIL Fill
Brown silty SAND Fill
Grey SILT, moist, iron staining
Grey silty SAND, moist, iron staining
Grey sandy SILT, moist, iron staining
Grey SILT, wet, minor iron staining, slightly plastic
STOP - Target Depth
Minimum penetration resistance (based on 300mm wide footing) required for "Good Ground" as defined in the Acceptable Solutions and Verification Methods for NZBC Clause B1 Structure.
Job Number
Date Tested
Page 21 of 41
Lot
Sheet
Client Site Technical Category
DEPTH
[m]
(Borehole @ A)
SITE DIAGRAM COMMENTS
351687
16-Jan-2014
SITE INVESTIGATION RECORD
Ngai Tahu Property Wigram Skies - Tautoru - Neighbourhood 5UTC1 Equivalent¹
354
1 of 1
20 Troup Drive, Tower Junction
PO Box 9339, Christchurch 8149
Ph. (03) 379-4014 Fax. (03) 365-2449
QJF/HFM CHECKED BY: JTA
See attached site plan
(351687 - G2 - Sheet 1 of 1)
SCALA PENETROMETER TESTS BORE LOGS
1"Wigram Skies Subdivision Geotechnical Assessment", dated August
2013/Revision 1, prepared by Tonkin & Taylor Ltd.
LOGGED BY:
0 1 2 3 4 5 6 7 8 9 10 11 12 13 14 15
P1 P2
Number of Blows per 100mm
0.2
0.4
0.6
0.8
1.2
1.0
GL
3.0
3.2
1.4
1.6
2.2
2.4
2.6
2.8
1.8
2.0
3.4
Hand Auger
Machine Auger
Test Pit
Brown silty TOPSOIL Fill
Brown silty SAND Fill, dry
Greyish brown sandy SILT, moist, iron staining
Grey SAND, damp, iron staining
Grey SAND, moist, iron staining
Grey sandy SILT, moist to wet, iron staining
Grey sandy SILT, moist to wet
Grey sandy SILT, wet
STOP - Target Depth
Minimum penetration resistance (based on 300mm wide footing) required for "Good Ground" as defined in the Acceptable Solutions and Verification Methods for NZBC Clause B1 Structure.
Job Number
Date Tested
Page 22 of 41
Lot
Sheet
Client Site Technical Category
DEPTH
[m]
(Borehole @ A)
SITE DIAGRAM COMMENTS
351687
17-Jan-2014
SITE INVESTIGATION RECORD
Ngai Tahu Property Wigram Skies - Tautoru - Neighbourhood 5UTC1 Equivalent¹
355
1 of 1
20 Troup Drive, Tower Junction
PO Box 9339, Christchurch 8149
Ph. (03) 379-4014 Fax. (03) 365-2449
QJF/HFM CHECKED BY: JTA
See attached site plan
(351687 - G2 - Sheet 1 of 1)
SCALA PENETROMETER TESTS BORE LOGS
1"Wigram Skies Subdivision Geotechnical Assessment", dated August
2013/Revision 1, prepared by Tonkin & Taylor Ltd.
LOGGED BY:
0 1 2 3 4 5 6 7 8 9 10 11 12 13 14 15
P1 P2
Number of Blows per 100mm
0.2
0.4
0.6
0.8
1.2
1.0
GL
3.0
3.2
1.4
1.6
2.2
2.4
2.6
2.8
1.8
2.0
3.4
Hand Auger
Machine Auger
Test Pit
Brown silty TOPSOIL Fill
Grey SAND, moist, iron staining
Grey sandy SILT, moist, iron staining
Grey SILT, moist, iron staining
Grey silty SAND, moist, iron staining
Grey SILT, moist to wet, iron staining
Bluish grey SILT, wet, minor iron staining, slightly plastic
Bluish grey SILT, saturated, minor iron staining, slightly plastic
STOP - Target Depth
Minimum penetration resistance (based on 300mm wide footing) required for "Good Ground" as defined in the Acceptable Solutions and Verification Methods for NZBC Clause B1 Structure.
Job Number
Date Tested
Page 23 of 41
Lot
Sheet
Client Site Technical Category
DEPTH
[m]
(Borehole @ A)
SITE DIAGRAM COMMENTS
QJF/HFM CHECKED BY: JTA
See attached site plan
(351687 - G2 - Sheet 1 of 1)
SCALA PENETROMETER TESTS BORE LOGS
1"Wigram Skies Subdivision Geotechnical Assessment", dated August
2013/Revision 1, prepared by Tonkin & Taylor Ltd.
LOGGED BY:
351687
17-Jan-2014
SITE INVESTIGATION RECORD
Ngai Tahu Property Wigram Skies - Tautoru - Neighbourhood 5UTC1 Equivalent¹
356
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
0.2
0.4
0.6
0.8
1.2
1.0
GL
3.0
3.2
1.4
1.6
2.2
2.4
2.6
2.8
1.8
2.0
3.4
Hand Auger
Machine Auger
Test Pit
Brown silty TOPSOIL Fill
Brown SILT Fill, some sand content, moist
Grey SAND, moist, iron staining
Grey SILT, moist, iron staining
Bluish grey SILT, wet, iron staining, slightly plastic
Bluish grey SILT, saturated, iron staining, slightly plastic
STOP - Target Depth
Minimum penetration resistance (based on 300mm wide footing) required for "Good Ground" as defined in the Acceptable Solutions and Verification Methods for NZBC Clause B1 Structure.
Job Number
Date Tested
Page 24 of 41
Lot
Sheet
Client Site Technical Category
DEPTH
[m]
(Borehole @ A)
SITE DIAGRAM COMMENTS
351687
17-Jan-2014
SITE INVESTIGATION RECORD
Ngai Tahu Property Wigram Skies - Tautoru - Neighbourhood 5UTC1 Equivalent¹
357
1 of 1
20 Troup Drive, Tower Junction
PO Box 9339, Christchurch 8149
Ph. (03) 379-4014 Fax. (03) 365-2449
QJF/HFM CHECKED BY: JTA
See attached site plan
(351687 - G2 - Sheet 1 of 1)
SCALA PENETROMETER TESTS BORE LOGS
1"Wigram Skies Subdivision Geotechnical Assessment", dated August
2013/Revision 1, prepared by Tonkin & Taylor Ltd.
LOGGED BY:
0 1 2 3 4 5 6 7 8 9 10 11 12 13 14 15
P1 P2
Number of Blows per 100mm
0.2
0.4
0.6
0.8
1.2
1.0
GL
3.0
3.2
1.4
1.6
2.2
2.4
2.6
2.8
1.8
2.0
3.4
Hand Auger
Machine Auger
Test Pit
Dark brown silty TOPSOIL Fill
Grey SAND, moist, iron staining
Grey sandy SILT, moist, iron staining
Grey SILT, moist to wet, iron staining
Bluish grey SILT, wet, iron staining, slightly plastic
STOP - Target Depth
Minimum penetration resistance (based on 300mm wide footing) required for "Good Ground" as defined in the Acceptable Solutions and Verification Methods for NZBC Clause B1 Structure.
Job Number
Date Tested
Page 25 of 41
Lot
Sheet
Client Site Technical Category
DEPTH
[m]
(Borehole @ A)
SITE DIAGRAM COMMENTS
351687
17-Jan-2014
SITE INVESTIGATION RECORD
Ngai Tahu Property Wigram Skies - Tautoru - Neighbourhood 5UTC1 Equivalent¹
358
1 of 1
20 Troup Drive, Tower Junction
PO Box 9339, Christchurch 8149
Ph. (03) 379-4014 Fax. (03) 365-2449
QJF/HFM CHECKED BY: JTA
See attached site plan
(351687 - G2 - Sheet 1 of 1)
SCALA PENETROMETER TESTS BORE LOGS
1"Wigram Skies Subdivision Geotechnical Assessment", dated August
2013/Revision 1, prepared by Tonkin & Taylor Ltd.
LOGGED BY:
0 1 2 3 4 5 6 7 8 9 10 11 12 13 14 15
P1 P2
Number of Blows per 100mm
0.2
0.4
0.6
0.8
1.2
1.0
GL
3.0
3.2
1.4
1.6
2.2
2.4
2.6
2.8
1.8
2.0
3.4
Hand Auger
Machine Auger
Test Pit
Brown silty TOPSOIL Fill
Grey SAND, moist, iron staining
Grey sandy SILT, moist, iron staining
Grey SILT, moist, iron staining
Bluish grey SILT, moist to wet, iron staining, slightly plastic
Bluish grey SILT, wet, iron staining, slightly plastic
STOP - Target Depth
Minimum penetration resistance (based on 300mm wide footing) required for "Good Ground" as defined in the Acceptable Solutions and Verification Methods for NZBC Clause B1 Structure.
Job Number
Date Tested
Page 26 of 41
Lot
Sheet
Client Site Technical Category
DEPTH
[m]
(Borehole @ A)
SITE DIAGRAM COMMENTS
351687
17-Jan-2014
SITE INVESTIGATION RECORD
Ngai Tahu Property Wigram Skies - Tautoru - Neighbourhood 5UTC1 Equivalent¹
359
1 of 1
20 Troup Drive, Tower Junction
PO Box 9339, Christchurch 8149
Ph. (03) 379-4014 Fax. (03) 365-2449
QJF/HFM CHECKED BY: JTA
See attached site plan
(351687 - G2 - Sheet 1 of 1)
SCALA PENETROMETER TESTS BORE LOGS
1"Wigram Skies Subdivision Geotechnical Assessment", dated August
2013/Revision 1, prepared by Tonkin & Taylor Ltd.
LOGGED BY:
0 1 2 3 4 5 6 7 8 9 10 11 12 13 14 15
P1 P2
Number of Blows per 100mm
0.2
0.4
0.6
0.8
1.2
1.0
GL
3.0
3.2
1.4
1.6
2.2
2.4
2.6
2.8
1.8
2.0
3.4
Hand Auger
Machine Auger
Test Pit
Brown silty TOPSOIL Fill
Grey SAND, moist, iron staining
Grey silty SAND, moist, iron staining
Grey SILT, moist, iron staining
Bluish grey SILT, wet, iron staining, slightly plastic
STOP - Target Depth
Minimum penetration resistance (based on 300mm wide footing) required for "Good Ground" as defined in the Acceptable Solutions and Verification Methods for NZBC Clause B1 Structure.
Job Number
Date Tested
Page 27 of 41
Lot
Sheet
Client Site Technical Category
DEPTH
[m]
(Borehole @ A)
SITE DIAGRAM COMMENTS
351687
16-Jan-2014
SITE INVESTIGATION RECORD
Ngai Tahu Property Wigram Skies - Tautoru - Neighbourhood 5UTC1 Equivalent¹
360
1 of 1
20 Troup Drive, Tower Junction
PO Box 9339, Christchurch 8149
Ph. (03) 379-4014 Fax. (03) 365-2449
QJF/HFM CHECKED BY: JTA
See attached site plan
(351687 - G2 - Sheet 1 of 1)
SCALA PENETROMETER TESTS BORE LOGS
1"Wigram Skies Subdivision Geotechnical Assessment", dated August
2013/Revision 1, prepared by Tonkin & Taylor Ltd.
LOGGED BY:
0 1 2 3 4 5 6 7 8 9 10 11 12 13 14 15
P1 P2
Number of Blows per 100mm
0.2
0.4
0.6
0.8
1.2
1.0
GL
3.0
3.2
1.4
1.6
2.2
2.4
2.6
2.8
1.8
2.0
3.4
Hand Auger
Machine Auger
Test Pit
Brown silty TOPSOIL Fill
Grey SAND, moist, iron staining
Grey SILT, moist to wet, iron staining
Grey sandy SILT, moist to wet, iron staining
Grey silty SAND, moist to wet, iron staining
Grey SAND, moist to wet, iron staining
STOP - Target Depth
Minimum penetration resistance (based on 300mm wide footing) required for "Good Ground" as defined in the Acceptable Solutions and Verification Methods for NZBC Clause B1 Structure.
Job Number
Date Tested
Page 28 of 41
Lot
Sheet
Client Site Technical Category
DEPTH
[m]
(Borehole @ A)
SITE DIAGRAM COMMENTS
351687
16-Jan-2014
SITE INVESTIGATION RECORD
Ngai Tahu Property Wigram Skies - Tautoru - Neighbourhood 5UTC1 Equivalent¹
361
1 of 1
20 Troup Drive, Tower Junction
PO Box 9339, Christchurch 8149
Ph. (03) 379-4014 Fax. (03) 365-2449
QJF/HFM CHECKED BY: JTA
See attached site plan
(351687 - G2 - Sheet 1 of 1)
SCALA PENETROMETER TESTS BORE LOGS
1"Wigram Skies Subdivision Geotechnical Assessment", dated August
2013/Revision 1, prepared by Tonkin & Taylor Ltd.
LOGGED BY:
0 1 2 3 4 5 6 7 8 9 10 11 12 13 14 15
P1 P2
Number of Blows per 100mm
0.2
0.4
0.6
0.8
1.2
1.0
GL
3.0
3.2
1.4
1.6
2.2
2.4
2.6
2.8
1.8
2.0
3.4
Hand Auger
Machine Auger
Test Pit
Brown silty TOPSOIL Fill
Brown SAND Fill
Grey SAND, moist, iron staining
Grey sandy SILT, moist to wet, iron staining
Grey SILT, moist to wet, iron staining
Grey sandy SILT, moist to wet
Grey SAND, moist to wet
STOP - Target Depth
Minimum penetration resistance (based on 300mm wide footing) required for "Good Ground" as defined in the Acceptable Solutions and Verification Methods for NZBC Clause B1 Structure.
Job Number
Date Tested
Page 29 of 41
Lot
Sheet
Client Site Technical Category
DEPTH
[m]
(Borehole @ A)
SITE DIAGRAM COMMENTS
351687
16-Jan-2014
SITE INVESTIGATION RECORD
Ngai Tahu Property Wigram Skies - Tautoru - Neighbourhood 5UTC1 Equivalent¹
362
1 of 1
20 Troup Drive, Tower Junction
PO Box 9339, Christchurch 8149
Ph. (03) 379-4014 Fax. (03) 365-2449
QJF/HFM CHECKED BY: JTA
See attached site plan
(351687 - G2 - Sheet 1 of 1)
SCALA PENETROMETER TESTS BORE LOGS
1"Wigram Skies Subdivision Geotechnical Assessment", dated August
2013/Revision 1, prepared by Tonkin & Taylor Ltd.
LOGGED BY:
0 1 2 3 4 5 6 7 8 9 10 11 12 13 14 15
P1 P2
Number of Blows per 100mm
0.2
0.4
0.6
0.8
1.2
1.0
GL
3.0
3.2
1.4
1.6
2.2
2.4
2.6
2.8
1.8
2.0
3.4
Hand Auger
Machine Auger
Test Pit
Brown silty TOPSOIL Fill
Brown sandy SILT Fill, some stones
Grey SAND, moist, iron staining
Grey SILT, moist to wet, iron staining
Grey sandy SILT, moist to wet, minor iron staining
Grey silty SAND, moist to wet
STOP - Target Depth
Minimum penetration resistance (based on 300mm wide footing) required for "Good Ground" as defined in the Acceptable Solutions and Verification Methods for NZBC Clause B1 Structure.
Job Number
Date Tested
Page 30 of 41
Lot
Sheet
Client Site Technical Category
DEPTH
[m]
(Borehole @ A)
SITE DIAGRAM COMMENTS
351687
16-Jan-2014
SITE INVESTIGATION RECORD
Ngai Tahu Property Wigram Skies - Tautoru - Neighbourhood 5UTC2 Equivalent¹
363
1 of 2
20 Troup Drive, Tower Junction
PO Box 9339, Christchurch 8149
Ph. (03) 379-4014 Fax. (03) 365-2449
QJF/HFM CHECKED BY: JTA
See attached site plan
(351687 - G2 - Sheet 1 of 1)
SCALA PENETROMETER TESTS BORE LOGS
1"Wigram Skies Subdivision Geotechnical Assessment", dated August
2013/Revision 1, prepared by Tonkin & Taylor Ltd.
LOGGED BY:
0 1 2 3 4 5 6 7 8 9 10 11 12 13 14 15
P1 P2
Number of Blows per 100mm
0.2
0.4
0.6
0.8
1.2
1.0
GL
3.0
3.2
1.4
1.6
2.2
2.4
2.6
2.8
1.8
2.0
3.4
Hand Auger
Machine Auger
Test Pit
Brown silty TOPSOIL Fill
Grey SAND, moist, iron staining
Grey sandy SILT, moist to wet, iron staining
Bluish grey SILT, moist to wet, slightly plastic
Grey sandy SILT, moist to wet
Grey silty SAND, moist to wet
STOP - Target Depth
Minimum penetration resistance (based on 300mm wide footing) required for "Good Ground" as defined in the Acceptable Solutions and Verification Methods for NZBC Clause B1 Structure.
Job Number
Date Tested
Page 31 of 41
Lot
Sheet
Client Site Technical Category
DEPTH
[m]
SITE DIAGRAM COMMENTS
CHECKED BY: JTA
See attached site plan
(351687 - G2 - Sheet 1 of 1)
SCALA PENETROMETER TESTS BORE LOGS
1"Wigram Skies Subdivision Geotechnical Assessment", dated August
2013/Revision 1, prepared by Tonkin & Taylor Ltd.
LOGGED BY:
351687
16-Jan-2014
SITE INVESTIGATION RECORD
Ngai Tahu Property Wigram Skies - Tautoru - Neighbourhood 5UTC2 Equivalent
363
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
P3
Number of Blows per 100mm
0.2
0.4
0.6
0.8
1.2
1.0
GL
3.0
3.2
1.4
1.6
2.2
2.4
2.6
2.8
1.8
2.0
3.4
Hand Auger
Machine Auger
Test Pit
Minimum penetration resistance (based on 300mm wide footing) required for "Good Ground" as defined in the Acceptable Solutions and Verification Methods for NZBC Clause B1 Structure.
Job Number
Date Tested
Page 32 of 41
Lot
Sheet
Client Site Technical Category
DEPTH
[m]
SITE DIAGRAM COMMENTS
351687
16-Jan-2014
SITE INVESTIGATION RECORD
Ngai Tahu Property Wigram Skies - Tautoru - Neighbourhood 5UTC2 Equivalent
364
1 of 2
20 Troup Drive, Tower Junction
PO Box 9339, Christchurch 8149
Ph. (03) 379-4014 Fax. (03) 365-2449
CHECKED BY: JTA
See attached site plan
(351687 - G2 - Sheet 1 of 1)
SCALA PENETROMETER TESTS BORE LOGS
1"Wigram Skies Subdivision Geotechnical Assessment", dated August
2013/Revision 1, prepared by Tonkin & Taylor Ltd.
LOGGED BY:
0 1 2 3 4 5 6 7 8 9 10 11 12 13 14 15
P1 P2
Number of Blows per 100mm
0.2
0.4
0.6
0.8
1.2
1.0
GL
3.0
3.2
1.4
1.6
2.2
2.4
2.6
2.8
1.8
2.0
3.4
Hand Auger
Machine Auger
Test Pit
Minimum penetration resistance (based on 300mm wide footing) required for "Good Ground" as defined in the Acceptable Solutions and Verification Methods for NZBC Clause B1 Structure.
Job Number
Date Tested
Page 33 of 41
Lot
Sheet
Client Site Technical Category
DEPTH
[m]
(Borehole @ A)
SITE DIAGRAM COMMENTS
QJF/HFM CHECKED BY: JTA
See attached site plan
(351687 - G2 - Sheet 1 of 1)
SCALA PENETROMETER TESTS BORE LOGS
1"Wigram Skies Subdivision Geotechnical Assessment", dated August
2013/Revision 1, prepared by Tonkin & Taylor Ltd.
LOGGED BY:
351687
16-Jan-2014
SITE INVESTIGATION RECORD
Ngai Tahu Property Wigram Skies - Tautoru - Neighbourhood 5UTC2 Equivalent
364
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
P3
Number of Blows per 100mm
0.2
0.4
0.6
0.8
1.2
1.0
GL
3.0
3.2
1.4
1.6
2.2
2.4
2.6
2.8
1.8
2.0
3.4
Hand Auger
Machine Auger
Test Pit
Minimum penetration resistance (based on 300mm wide footing) required for "Good Ground" as defined in the Acceptable Solutions and Verification Methods for NZBC Clause B1 Structure.
Brown silty TOPSOIL Fill
Grey SAND, damp, iron staining
Grey SILT, wet, iron staining
Bluish grey SILT, wet, minor iron staining, slightly plastic
Grey silty SAND, moist to wet, iron staining
STOP - Target Depth
Job Number
Date Tested
Page 34 of 41
Lot
Sheet
Client Site Technical Category
DEPTH
[m]
SITE DIAGRAM COMMENTS
351687
16-Jan-2014
SITE INVESTIGATION RECORD
Ngai Tahu Property Wigram Skies - Tautoru - Neighbourhood 5UTC2 Equivalent
365
1 of 2
20 Troup Drive, Tower Junction
PO Box 9339, Christchurch 8149
Ph. (03) 379-4014 Fax. (03) 365-2449
CHECKED BY: JTA
See attached site plan
(351687 - G2 - Sheet 1 of 1)
SCALA PENETROMETER TESTS BORE LOGS
1"Wigram Skies Subdivision Geotechnical Assessment", dated August
2013/Revision 1, prepared by Tonkin & Taylor Ltd.
LOGGED BY:
0 1 2 3 4 5 6 7 8 9 10 11 12 13 14 15
P1 P2
Number of Blows per 100mm
0.2
0.4
0.6
0.8
1.2
1.0
GL
3.0
3.2
1.4
1.6
2.2
2.4
2.6
2.8
1.8
2.0
3.4
Hand Auger
Machine Auger
Test Pit
Minimum penetration resistance (based on 300mm wide footing) required for "Good Ground" as defined in the Acceptable Solutions and Verification Methods for NZBC Clause B1 Structure.
Job Number
Date Tested
Page 35 of 41
Lot
Sheet
Client Site Technical Category
DEPTH
[m]
SITE DIAGRAM COMMENTS
351687
16-Jan-2014
SITE INVESTIGATION RECORD
Ngai Tahu Property Wigram Skies - Tautoru - Neighbourhood 5UTC2 Equivalent
365
2 of 2
20 Troup Drive, Tower Junction
PO Box 9339, Christchurch 8149
Ph. (03) 379-4014 Fax. (03) 365-2449
QJF/HFM CHECKED BY: JTA
See attached site plan
(351687 - G2 - Sheet 1 of 1)
SCALA PENETROMETER TESTS BORE LOGS
1"Wigram Skies Subdivision Geotechnical Assessment", dated August
2013/Revision 1, prepared by Tonkin & Taylor Ltd.
LOGGED BY:
0 1 2 3 4 5 6 7 8 9 10 11 12 13 14 15
P3
Number of Blows per 100mm
0.2
0.4
0.6
0.8
1.2
1.0
GL
3.0
3.2
1.4
1.6
2.2
2.4
2.6
2.8
1.8
2.0
3.4
Hand Auger
Machine Auger
Test Pit
Minimum penetration resistance (based on 300mm wide footing) required for "Good Ground" as defined in the Acceptable Solutions and Verification Methods for NZBC Clause B1 Structure.
Brown silty TOPSOIL Fill
Grey SAND, moist, iron staining
Grey SILT, wet, iron staining
Bluish grey SILT, wet, minor iron staining, slightly plastic
Grey sandy SILT, wet, minor iron staining
STOP - Target Depth
Job Number
Date Tested
Page 36 of 41
Lot
Sheet
Client Site Technical Category
DEPTH
[m]
(Borehole @ A)
SITE DIAGRAM COMMENTS
351687
16-Jan-2014
SITE INVESTIGATION RECORD
Ngai Tahu Property Wigram Skies - Tautoru - Neighbourhood 5UTC1 Equivalent¹
381
1 of 1
20 Troup Drive, Tower Junction
PO Box 9339, Christchurch 8149
Ph. (03) 379-4014 Fax. (03) 365-2449
QJF/HFM CHECKED BY: JTA
See attached site plan
(351687 - G2 - Sheet 1 of 1)
SCALA PENETROMETER TESTS BORE LOGS
1"Wigram Skies Subdivision Geotechnical Assessment", dated August
2013/Revision 1, prepared by Tonkin & Taylor Ltd.
LOGGED BY:
0 1 2 3 4 5 6 7 8 9 10 11 12 13 14 15
P1 P2
Number of Blows per 100mm
0.2
0.4
0.6
0.8
1.2
1.0
GL
3.0
3.2
1.4
1.6
2.2
2.4
2.6
2.8
1.8
2.0
3.4
Hand Auger
Machine Auger
Test Pit
Brown silty TOPSOIL Fill
Grey silty SAND Fill, dry
Grey SAND, dry, iron staining
Grey sandy SILT, moist, iron staining
Grey SAND, moist, iron staining
Grey silty SAND, moist, iron staining
Grey SAND, moist to wet, iron staining
Grey SAND, wet, iron staining
STOP - Target Depth
Minimum penetration resistance (based on 300mm wide footing) required for "Good Ground" as defined in the Acceptable Solutions and Verification Methods for NZBC Clause B1 Structure.
Job Number
Date Tested
Page 37 of 41
Lot
Sheet
Client Site Technical Category
DEPTH
[m]
(Borehole @ A)
SITE DIAGRAM COMMENTS
QJF/HFM CHECKED BY: JTA
See attached site plan
(351687 - G2 - Sheet 1 of 1)
SCALA PENETROMETER TESTS BORE LOGS
1"Wigram Skies Subdivision Geotechnical Assessment", dated August
2013/Revision 1, prepared by Tonkin & Taylor Ltd.
LOGGED BY:
351687
16-Jan-2014
SITE INVESTIGATION RECORD
Ngai Tahu Property Wigram Skies - Tautoru - Neighbourhood 5UTC1 Equivalent¹
382
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
0.2
0.4
0.6
0.8
1.2
1.0
GL
3.0
3.2
1.4
1.6
2.2
2.4
2.6
2.8
1.8
2.0
3.4
Hand Auger
Machine Auger
Test Pit
Brown sandy silty TOPSOIL Fill
Brown SAND Fill, dry
Grey SAND, moist, iron staining
Grey silty SAND, moist, iron staining
Grey SAND, moist, iron staining
Grey silty SAND, moist, iron staining
Grey SAND, moist, iron staining
Grey SAND, moist to wet, iron staining
STOP - Target Depth
Minimum penetration resistance (based on 300mm wide footing) required for "Good Ground" as defined in the Acceptable Solutions and Verification Methods for NZBC Clause B1 Structure.
Job Number
Date Tested
Page 38 of 41
Lot
Sheet
Client Site Technical Category
DEPTH
[m]
(Borehole @ A)
SITE DIAGRAM COMMENTS
QJF/HFM CHECKED BY: JTA
See attached site plan
(351687 - G2 - Sheet 1 of 1)
SCALA PENETROMETER TESTS BORE LOGS
1"Wigram Skies Subdivision Geotechnical Assessment", dated August
2013/Revision 1, prepared by Tonkin & Taylor Ltd.
LOGGED BY:
351687
16-Jan-2014
SITE INVESTIGATION RECORD
Ngai Tahu Property Wigram Skies - Tautoru - Neighbourhood 5UTC1 Equivalent¹
383
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
0.2
0.4
0.6
0.8
1.2
1.0
GL
3.0
3.2
1.4
1.6
2.2
2.4
2.6
2.8
1.8
2.0
3.4
Hand Auger
Machine Auger
Test Pit
Brown silty TOPSOIL Fill
Brown SAND Fill, dry
Grey silty SAND, moist, iron staining
Grey SAND, moist, iron staining
Grey SAND, moist to wet, iron staining
Grey sandy SILT, wet
STOP - Target Depth
Minimum penetration resistance (based on 300mm wide footing) required for "Good Ground" as defined in the Acceptable Solutions and Verification Methods for NZBC Clause B1 Structure.
Job Number
Date Tested
Page 39 of 41
Lot
Sheet
Client Site Technical Category
DEPTH
[m]
(Borehole @ A)
SITE DIAGRAM COMMENTS
351687
16-Jan-2014
SITE INVESTIGATION RECORD
Ngai Tahu Property Wigram Skies - Tautoru - Neighbourhood 5UTC1 Equivalent¹
384
1 of 1
20 Troup Drive, Tower Junction
PO Box 9339, Christchurch 8149
Ph. (03) 379-4014 Fax. (03) 365-2449
QJF/HFM CHECKED BY: JTA
See attached site plan
(351687 - G2 - Sheet 1 of 1)
SCALA PENETROMETER TESTS BORE LOGS
1"Wigram Skies Subdivision Geotechnical Assessment", dated August
2013/Revision 1, prepared by Tonkin & Taylor Ltd.
LOGGED BY:
0 1 2 3 4 5 6 7 8 9 10 11 12 13 14 15
P1 P2
Number of Blows per 100mm
0.2
0.4
0.6
0.8
1.2
1.0
GL
3.0
3.2
1.4
1.6
2.2
2.4
2.6
2.8
1.8
2.0
3.4
Hand Auger
Machine Auger
Test Pit
Brown silty TOPSOIL Fill
Brownish grey SAND Fill, dry
Grey SAND, some silt content, moist, iron staining
Grey SAND, moist to wet, iron staining
STOP - Target Depth
Minimum penetration resistance (based on 300mm wide footing) required for "Good Ground" as defined in the Acceptable Solutions and Verification Methods for NZBC Clause B1 Structure.
Job Number
Date Tested
Page 40 of 41
Lot
Sheet
Client Site Technical Category
DEPTH
[m]
(Borehole @ A)
SITE DIAGRAM COMMENTS
351687
16-Jan-2014
SITE INVESTIGATION RECORD
Ngai Tahu Property Wigram Skies - Tautoru - Neighbourhood 5UTC1 Equivalent¹
385
1 of 1
20 Troup Drive, Tower Junction
PO Box 9339, Christchurch 8149
Ph. (03) 379-4014 Fax. (03) 365-2449
QJF/HFM CHECKED BY: JTA
See attached site plan
(351687 - G2 - Sheet 1 of 1)
SCALA PENETROMETER TESTS BORE LOGS
1"Wigram Skies Subdivision Geotechnical Assessment", dated August
2013/Revision 1, prepared by Tonkin & Taylor Ltd.
LOGGED BY:
0 1 2 3 4 5 6 7 8 9 10 11 12 13 14 15
P1 P2
Number of Blows per 100mm
0.2
0.4
0.6
0.8
1.2
1.0
GL
3.0
3.2
1.4
1.6
2.2
2.4
2.6
2.8
1.8
2.0
3.4
Hand Auger
Machine Auger
Test Pit
Brown silty TOPSOIL Fill
Brown SILT Fill, dry, some stones
Brown silty SAND Fill, moist, some stones
Grey SAND, moist, iron staining
Grey SILT, moist, iron staining
Grey sandy SILT, moist, iron staining
Grey sandy SILT, wet, iron staining
Grey sandy SILT, wet, some stones < 50 mm Ø, some cobbles
Grey sandy silty GRAVEL, wet, stones < 50 mm Ø, some cobbles
STOP - Stones - Unable to penetrate any further with the machine auger
Minimum penetration resistance (based on 300mm wide footing) required for "Good Ground" as defined in the Acceptable Solutions and Verification Methods for NZBC Clause B1 Structure.
Job Number
Date Tested
Page 41 of 41
Lot
Sheet
Client Site Technical Category
DEPTH
[m]
(Borehole @ A)
SITE DIAGRAM COMMENTS
351687
17-Jan-2014
SITE INVESTIGATION RECORD
Ngai Tahu Property Wigram Skies - Tautoru - Neighbourhood 5UTC1 Equivalent¹
552
1 of 1
20 Troup Drive, Tower Junction
PO Box 9339, Christchurch 8149
Ph. (03) 379-4014 Fax. (03) 365-2449
QJF/HFM CHECKED BY: JTA
See attached site plan
(351687 - G2 - Sheet 1 of 1)
SCALA PENETROMETER TESTS BORE LOGS
1"Wigram Skies Subdivision Geotechnical Assessment", dated August
2013/Revision 1, prepared by Tonkin & Taylor Ltd.
LOGGED BY:
0 1 2 3 4 5 6 7 8 9 10 11 12 13 14 15
P1 P2
Number of Blows per 100mm
0.2
0.4
0.6
0.8
1.2
1.0
GL
3.0
3.2
1.4
1.6
2.2
2.4
2.6
2.8
1.8
2.0
3.4
Hand Auger
Machine Auger
Test Pit
Brown silty TOPSOIL Fill
Brown sandy SILT, damp, minor iron staining
Grey SILT, some sand content, moist, iron staining
Grey SILT, moist, iron staining
Grey sandy SILT, moist, iron staining
Grey SILT, moist, iron staining
Bluish grey SILT, wet, minor iron staining, slightly plastic
Bluish grey SILT, wet to saturated, minor iron staining, slightly plastic
STOP - Target Depth
Minimum penetration resistance (based on 300mm wide footing) required for "Good Ground" as defined in the Acceptable Solutions and Verification Methods for NZBC Clause B1 Structure.