28 march 2014 our ref: 351687 - wigram skieswigramskies.co.nz/images/documents/neighbourhood/... ·...

land development consultants | land surveyors | civil, structural, geotechnical, environmental engineers | resource management planners | landscape architects | hydrographic surveyors

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.

http://www.eliotsinclair.co.nz/

Eliot Sinclair and Partners Ltd


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.



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).



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).



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



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



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



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.



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.



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,


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



- 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

land development consultants | land surveyors | civil, structural, geotechnical, environmental engineers | resource management planners | landscape architects | hydrographic surveyors

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

http://www.eliotsinclair.co.nz/


Page 2

351687_LetterVemail_jta_5U_Foundation_Summary_Sheet

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 200 270 6.3

368 TC2 + 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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[ 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




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


DEPTH

[m]

(Borehole @ A)


351687

16-Jan-2014



339

1 of 1



Ph. (03) 379-4014 Fax. (03) 365-2449



(351687 - G2 - Sheet 1 of 1)




LOGGED BY:

0 1 2 3 4 5 6 7 8 9 10 11 12 13 14 15

P1 P2


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


DEPTH

[m]

(Borehole @ A)




(351687 - G2 - Sheet 1 of 1)




LOGGED BY:

351687

16-Jan-2014



340

1 of 1



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


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 SAND Fill




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


DEPTH

[m]

(Borehole @ A)


351687

16-Jan-2014



341

1 of 1



Ph. (03) 379-4014 Fax. (03) 365-2449



(351687 - G2 - Sheet 1 of 1)




LOGGED BY:

0 1 2 3 4 5 6 7 8 9 10 11 12 13 14 15

P1 P2


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 SAND Fill, damp



Grey sandy SILT, moist to wet

STOP - Target Depth


Job Number

Date Tested

Page 5 of 41

Lot

Sheet


DEPTH

[m]

(Borehole @ A)


351687

16-Jan-2014



342

1 of 1



Ph. (03) 379-4014 Fax. (03) 365-2449



(351687 - G2 - Sheet 1 of 1)




LOGGED BY:

0 1 2 3 4 5 6 7 8 9 10 11 12 13 14 15

P1 P2


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 SILT Fill, dry



Grey SILT, some dark brown silt content < 1 %, moist to wet, iron staining

Grey SILT, moist to wet, iron staining


STOP - Target Depth


Job Number

Date Tested

Page 6 of 41

Lot

Sheet


DEPTH

[m]

(Borehole @ A)




(351687 - G2 - Sheet 1 of 1)




LOGGED BY:

351687

16-Jan-2014



343

1 of 1



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


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







STOP - Target Depth


Job Number

Date Tested

Page 7 of 41

Lot

Sheet


DEPTH

[m]

(Borehole @ A)




(351687 - G2 - Sheet 1 of 1)




LOGGED BY:

351687

16-Jan-2014



344

1 of 2



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


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 SAND Fill, some stones, some cobbles


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


Job Number

Date Tested

Page 8 of 41

Lot

Sheet


DEPTH

[m]


351687

16-Jan-2014


Ngai Tahu Property Wigram Skies - Tautoru - Neighbourhood 5UTC2 Equivalent

344

2 of 2



Ph. (03) 379-4014 Fax. (03) 365-2449

CHECKED BY: JTA


(351687 - G2 - Sheet 1 of 1)




LOGGED BY:

0 1 2 3 4 5 6 7 8 9 10 11 12 13 14 15

P3 P4


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


Job Number

Date Tested

Page 9 of 41

Lot

Sheet


DEPTH

[m]


351687

16-Jan-2014



345

1 of 2



Ph. (03) 379-4014 Fax. (03) 365-2449

CHECKED BY: JTA


(351687 - G2 - Sheet 1 of 1)




LOGGED BY:

0 1 2 3 4 5 6 7 8 9 10 11 12 13 14 15

P1 P2


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


Job Number

Date Tested

Page 10 of 41

Lot

Sheet


DEPTH

[m]

(Borehole @ A)


351687

16-Jan-2014



345

2 of 2



Ph. (03) 379-4014 Fax. (03) 365-2449



(351687 - G2 - Sheet 1 of 1)




LOGGED BY:

0 1 2 3 4 5 6 7 8 9 10 11 12 13 14 15

P3 P4


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



Grey SILT, dry

Grey SAND, dry, iron staining


Grey SILT, moist, iron staining, slightly plastic


Grey SAND, moist to wet, iron staining

STOP - Target Depth

Job Number

Date Tested

Page 11 of 41

Lot

Sheet


DEPTH

[m]

(Borehole @ A)


351687

16-Jan-2014



346

1 of 2



Ph. (03) 379-4014 Fax. (03) 365-2449



(351687 - G2 - Sheet 1 of 1)




LOGGED BY:

0 1 2 3 4 5 6 7 8 9 10 11 12 13 14 15

P1 P2


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 SILT Fill, some stones


Grey SILT, moist to wet, iron staining, slightly plastic



STOP - Target Depth


Job Number

Date Tested

Page 12 of 41

Lot

Sheet


DEPTH

[m]


351687

16-Jan-2014



346

2 of 2



Ph. (03) 379-4014 Fax. (03) 365-2449

CHECKED BY: JTA


(351687 - G2 - Sheet 1 of 1)




LOGGED BY:

0 1 2 3 4 5 6 7 8 9 10 11 12 13 14 15

P3 P4


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


Job Number

Date Tested

Page 13 of 41

Lot

Sheet


DEPTH

[m]


CHECKED BY: JTA


(351687 - G2 - Sheet 1 of 1)




LOGGED BY:

351687

16-Jan-2014



347

1 of 2



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


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


Job Number

Date Tested

Page 14 of 41

Lot

Sheet


DEPTH

[m]

(Borehole @ A)




(351687 - G2 - Sheet 1 of 1)




LOGGED BY:

351687

16-Jan-2014



347

2 of 2



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


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 SAND Fill, dry




Grey sandy SILT, wet, iron staining

STOP - Target Depth

Job Number

Date Tested

Page 15 of 41

Lot

Sheet


DEPTH

[m]

(Borehole @ A)




(351687 - G2 - Sheet 1 of 1)




LOGGED BY:

351687

16-Jan-2014



348

1 of 1



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


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


Grey SILT, minor iron staining



Bluish grey SILT, wet, minor iron staining, slightly plastic

Grey sandy SILT, wet

STOP - Target Depth


Job Number

Date Tested

Page 16 of 41

Lot

Sheet


DEPTH

[m]

(Borehole @ A)


351687

16-Jan-2014



349

1 of 1



Ph. (03) 379-4014 Fax. (03) 365-2449



(351687 - G2 - Sheet 1 of 1)




LOGGED BY:

0 1 2 3 4 5 6 7 8 9 10 11 12 13 14 15

P1 P2


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




Grey SILT, moist to wet, iron staining, slightly plastic

Bluish grey sandy SILT, wet, iron staining

Grey silty SAND, moist

STOP - Target Depth


Job Number

Date Tested

Page 17 of 41

Lot

Sheet


DEPTH

[m]

(Borehole @ A)




(351687 - G2 - Sheet 1 of 1)




LOGGED BY:

351687

16-Jan-2014



350

1 of 1



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


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 SAND Fill, moist





Grey SAND, moist to wet

STOP - Target Depth


Job Number

Date Tested

Page 18 of 41

Lot

Sheet


DEPTH

[m]

(Borehole @ A)




(351687 - G2 - Sheet 1 of 1)




LOGGED BY:

351687

16-Jan-2014



351

1 of 1



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


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 SAND Fill, moist, some stones < 50 mm Ø



Bluish grey SILT, wet, minor iron staining, plastic

Bluish grey sandy SILT, wet, minor iron staining

STOP - Target Depth


Job Number

Date Tested

Page 19 of 41

Lot

Sheet


DEPTH

[m]

(Borehole @ A)




(351687 - G2 - Sheet 1 of 1)




LOGGED BY:

351687

16-Jan-2014



352

1 of 1



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


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 SILT Fill, damp, debris (terracotta pipe piece @ 350 mm depth)

Grey SAND, some silt content, moist, iron staining



Grey SILT, wet, minor iron staining, slightly plastic

STOP - Target Depth


Job Number

Date Tested

Page 20 of 41

Lot

Sheet


DEPTH

[m]

(Borehole @ A)


351687

16-Jan-2014



353

1 of 1



Ph. (03) 379-4014 Fax. (03) 365-2449



(351687 - G2 - Sheet 1 of 1)




LOGGED BY:

0 1 2 3 4 5 6 7 8 9 10 11 12 13 14 15

P1 P2


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 SAND Fill




Grey SILT, wet, minor iron staining, slightly plastic

STOP - Target Depth


Job Number

Date Tested

Page 21 of 41

Lot

Sheet


DEPTH

[m]

(Borehole @ A)


351687

16-Jan-2014



354

1 of 1



Ph. (03) 379-4014 Fax. (03) 365-2449



(351687 - G2 - Sheet 1 of 1)




LOGGED BY:

0 1 2 3 4 5 6 7 8 9 10 11 12 13 14 15

P1 P2


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 SAND Fill, dry

Greyish brown sandy SILT, moist, iron staining

Grey SAND, damp, iron staining





STOP - Target Depth


Job Number

Date Tested

Page 22 of 41

Lot

Sheet


DEPTH

[m]

(Borehole @ A)


351687

17-Jan-2014



355

1 of 1



Ph. (03) 379-4014 Fax. (03) 365-2449



(351687 - G2 - Sheet 1 of 1)




LOGGED BY:

0 1 2 3 4 5 6 7 8 9 10 11 12 13 14 15

P1 P2


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








Bluish grey SILT, saturated, minor iron staining, slightly plastic

STOP - Target Depth


Job Number

Date Tested

Page 23 of 41

Lot

Sheet


DEPTH

[m]

(Borehole @ A)




(351687 - G2 - Sheet 1 of 1)




LOGGED BY:

351687

17-Jan-2014



356

1 of 1



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


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 SILT Fill, some sand content, moist



Bluish grey SILT, wet, iron staining, slightly plastic

Bluish grey SILT, saturated, iron staining, slightly plastic

STOP - Target Depth


Job Number

Date Tested

Page 24 of 41

Lot

Sheet


DEPTH

[m]

(Borehole @ A)


351687

17-Jan-2014



357

1 of 1



Ph. (03) 379-4014 Fax. (03) 365-2449



(351687 - G2 - Sheet 1 of 1)




LOGGED BY:

0 1 2 3 4 5 6 7 8 9 10 11 12 13 14 15

P1 P2


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





STOP - Target Depth


Job Number

Date Tested

Page 25 of 41

Lot

Sheet


DEPTH

[m]

(Borehole @ A)


351687

17-Jan-2014



358

1 of 1



Ph. (03) 379-4014 Fax. (03) 365-2449



(351687 - G2 - Sheet 1 of 1)




LOGGED BY:

0 1 2 3 4 5 6 7 8 9 10 11 12 13 14 15

P1 P2


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







STOP - Target Depth


Job Number

Date Tested

Page 26 of 41

Lot

Sheet


DEPTH

[m]

(Borehole @ A)


351687

17-Jan-2014



359

1 of 1



Ph. (03) 379-4014 Fax. (03) 365-2449



(351687 - G2 - Sheet 1 of 1)




LOGGED BY:

0 1 2 3 4 5 6 7 8 9 10 11 12 13 14 15

P1 P2


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






STOP - Target Depth


Job Number

Date Tested

Page 27 of 41

Lot

Sheet


DEPTH

[m]

(Borehole @ A)


351687

16-Jan-2014



360

1 of 1



Ph. (03) 379-4014 Fax. (03) 365-2449



(351687 - G2 - Sheet 1 of 1)




LOGGED BY:

0 1 2 3 4 5 6 7 8 9 10 11 12 13 14 15

P1 P2


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







STOP - Target Depth


Job Number

Date Tested

Page 28 of 41

Lot

Sheet


DEPTH

[m]

(Borehole @ A)


351687

16-Jan-2014



361

1 of 1



Ph. (03) 379-4014 Fax. (03) 365-2449



(351687 - G2 - Sheet 1 of 1)




LOGGED BY:

0 1 2 3 4 5 6 7 8 9 10 11 12 13 14 15

P1 P2


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 SAND Fill





Grey SAND, moist to wet

STOP - Target Depth


Job Number

Date Tested

Page 29 of 41

Lot

Sheet


DEPTH

[m]

(Borehole @ A)


351687

16-Jan-2014



362

1 of 1



Ph. (03) 379-4014 Fax. (03) 365-2449



(351687 - G2 - Sheet 1 of 1)




LOGGED BY:

0 1 2 3 4 5 6 7 8 9 10 11 12 13 14 15

P1 P2


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 SILT Fill, some stones



Grey sandy SILT, moist to wet, minor iron staining

Grey silty SAND, moist to wet

STOP - Target Depth


Job Number

Date Tested

Page 30 of 41

Lot

Sheet


DEPTH

[m]

(Borehole @ A)


351687

16-Jan-2014



363

1 of 2



Ph. (03) 379-4014 Fax. (03) 365-2449



(351687 - G2 - Sheet 1 of 1)




LOGGED BY:

0 1 2 3 4 5 6 7 8 9 10 11 12 13 14 15

P1 P2


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




Bluish grey SILT, moist to wet, slightly plastic


Grey silty SAND, moist to wet

STOP - Target Depth


Job Number

Date Tested

Page 31 of 41

Lot

Sheet


DEPTH

[m]


CHECKED BY: JTA


(351687 - G2 - Sheet 1 of 1)




LOGGED BY:

351687

16-Jan-2014



363

2 of 2



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


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


Job Number

Date Tested

Page 32 of 41

Lot

Sheet


DEPTH

[m]


351687

16-Jan-2014



364

1 of 2



Ph. (03) 379-4014 Fax. (03) 365-2449

CHECKED BY: JTA


(351687 - G2 - Sheet 1 of 1)




LOGGED BY:

0 1 2 3 4 5 6 7 8 9 10 11 12 13 14 15

P1 P2


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


Job Number

Date Tested

Page 33 of 41

Lot

Sheet


DEPTH

[m]

(Borehole @ A)




(351687 - G2 - Sheet 1 of 1)




LOGGED BY:

351687

16-Jan-2014



364

2 of 2



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


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



Grey SAND, damp, iron staining

Grey SILT, wet, iron staining



STOP - Target Depth

Job Number

Date Tested

Page 34 of 41

Lot

Sheet


DEPTH

[m]


351687

16-Jan-2014



365

1 of 2



Ph. (03) 379-4014 Fax. (03) 365-2449

CHECKED BY: JTA


(351687 - G2 - Sheet 1 of 1)




LOGGED BY:

0 1 2 3 4 5 6 7 8 9 10 11 12 13 14 15

P1 P2


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


Job Number

Date Tested

Page 35 of 41

Lot

Sheet


DEPTH

[m]


351687

16-Jan-2014



365

2 of 2



Ph. (03) 379-4014 Fax. (03) 365-2449



(351687 - G2 - Sheet 1 of 1)




LOGGED BY:

0 1 2 3 4 5 6 7 8 9 10 11 12 13 14 15

P3


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




Grey SILT, wet, iron staining



STOP - Target Depth

Job Number

Date Tested

Page 36 of 41

Lot

Sheet


DEPTH

[m]

(Borehole @ A)


351687

16-Jan-2014



381

1 of 1



Ph. (03) 379-4014 Fax. (03) 365-2449



(351687 - G2 - Sheet 1 of 1)




LOGGED BY:

0 1 2 3 4 5 6 7 8 9 10 11 12 13 14 15

P1 P2


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


Grey silty SAND Fill, dry

Grey SAND, dry, iron staining





Grey SAND, wet, iron staining

STOP - Target Depth


Job Number

Date Tested

Page 37 of 41

Lot

Sheet


DEPTH

[m]

(Borehole @ A)




(351687 - G2 - Sheet 1 of 1)




LOGGED BY:

351687

16-Jan-2014



382

1 of 1



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


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








STOP - Target Depth


Job Number

Date Tested

Page 38 of 41

Lot

Sheet


DEPTH

[m]

(Borehole @ A)




(351687 - G2 - Sheet 1 of 1)




LOGGED BY:

351687

16-Jan-2014



383

1 of 1



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


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







STOP - Target Depth


Job Number

Date Tested

Page 39 of 41

Lot

Sheet


DEPTH

[m]

(Borehole @ A)


351687

16-Jan-2014



384

1 of 1



Ph. (03) 379-4014 Fax. (03) 365-2449



(351687 - G2 - Sheet 1 of 1)




LOGGED BY:

0 1 2 3 4 5 6 7 8 9 10 11 12 13 14 15

P1 P2


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


Brownish grey SAND Fill, dry

Grey SAND, some silt content, moist, iron staining


STOP - Target Depth


Job Number

Date Tested

Page 40 of 41

Lot

Sheet


DEPTH

[m]

(Borehole @ A)


351687

16-Jan-2014



385

1 of 1



Ph. (03) 379-4014 Fax. (03) 365-2449



(351687 - G2 - Sheet 1 of 1)




LOGGED BY:

0 1 2 3 4 5 6 7 8 9 10 11 12 13 14 15

P1 P2


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 SILT Fill, dry, some stones

Brown silty SAND Fill, moist, some stones




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


Job Number

Date Tested

Page 41 of 41

Lot

Sheet


DEPTH

[m]

(Borehole @ A)


351687

17-Jan-2014



552

1 of 1



Ph. (03) 379-4014 Fax. (03) 365-2449



(351687 - G2 - Sheet 1 of 1)




LOGGED BY:

0 1 2 3 4 5 6 7 8 9 10 11 12 13 14 15

P1 P2


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 SILT, damp, minor iron staining

Grey SILT, some sand content, moist, iron staining





Bluish grey SILT, wet to saturated, minor iron staining, slightly plastic

STOP - Target Depth


28 march 2014 our ref: 351687 - wigram skieswigramskies.co.nz/images/documents/neighbourhood/... ·...

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