GEOTECHNICAL ASSESSMENT REPORT ON TAKANINI … · 2012-07-10 · Foundation Engineering Consultants Limited (now Coffey Geotechnics (NZ) Limited) were commissioned by Takanini Structure

GEOTECHNICAL ASSESSMENT REPORT ON TAKANINI STRUCTURE PLAN AREA 6

Takanini Structure Plan Area 6 Limited

GENZNEWP12635 11 November 2008

coffey• geotechnics SPECIALISTS MANAGING THE EARTH

GEOTECHNICAL ASSESSMENT REPORT ON TAKANINI STRUCTURE PLAN AREA 6


GENZNEWP12635 11 November 2008

Coffey Geotechnics (NZ) Limited 1 0 Lion Place Epsom 1023 Auckland New Zealand

coffey• geotechnics SPECIALISTS MANAGING THE EARTH

11 November 2008

Takanini Structure Plan Area 6 Limited C/- Hosken & Associates Limited PO Box 99 387 Newmarket Auckland 1149

Attention: Mr G Heap

Dear Gregory

RE: Geotechnical Assessment of Takanini Structure Plan, Area 6 Limited

This report presents the recommendations arising from a geotechnical assessment carried out by

Coffey Geotechnics (NZ) Limited for Takanini Structure Plan Area 6 Limited and in accordance with

instructions received from Hosken & Associates Limited.

If you have any queries or you require any further clarification on any aspects of this report, please do

not hesitate to contact the undersigned.

For and on behalf of Coffey Geotechnics (NZ) Limited

~~ ll ' . u{,'( _,j , ~

JL Beaumont

Senior Geotechnical Engineer

Distribution: Takanini Structure Plan Area 6 Limited Hosken & Associates Limited Harrison Grierson Consultants Limited Papakura District Council Coffey Geotechnics (NZ) Limited

Coffey Geotechnics (NZ) Limited 1 0 Lion Place Epsom 1 023 Auckland New Zealand PO Box 9924 Newmarket 1149 Auckland New Zealand T (+64) (9) 523 5626 F (+64) (9) 523 5627 www.coffey.com/geotechnics

1 Copy 4 Copies 1 Copy 2 Copies 1 Copy

GENZNEWP12635

CONTENTS

1 INTRODUCTION AND SITE DESCRIPTION

2 GEOLOGY

3 RELATED REPORTS

3.1 Sikh Temple, 70 Takanini School Road

3.2 Arthur Lydiard House, Bruce Pulman Park, Walters Road

3.3 Gymnasium and Multi-Sports Centre, Bruce Pulman Park, Walters Road

3.4 Mitre 10 Centre, 238 Great South Road

3.5 Takanini Structure Plan,

4 FIELDWORK

5 SUMMARY OF SITE CONDITIONS

5.1 Topsoil

5.2 Inorganic Soils

5.3 Organic Deposits

5.4 Groundwater

5.5 Laboratory Testing

6 DISCUSSION ON GROUND CONDITIONS

6.1 General


6.3 Raft Soils

6.4 Geotechnical Works

7 PRELIMINARY FOUNDATION TYPES

8 GROUNDWATER RECHARGE

9 PAVEMENT DESIGN

Coffey Geotechnics GENZNEWP12635 11 November 2008

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CONTENTS

10 LIMITATION

Appendices

Appendix 1: Wilton Joubert Limited Sikh Temple Plan Set Appendix 2: Jim Holliage & Co. Limited Sikh Temple Panel Layout and Piling Plan

Appendix 3: Hill Design Engineering Limited Bruce Pulman Park Gymnasium and Multi-Sports Centre

Plan Set Appendix 4: Euroclass Mitre 10 Plan Set

Appendix 5: Laboratory Test Results Appendix 6: Woodward-Clyde (NZ) Limited Borehole Records

Appendix 7: Previous Investigation Data (March 2006)

Appendix 8: Site Plans and Cross-Sections Appendix 9: Groundwater Recharge Sketches


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jj

GEOTECHNICAL ASSESSMENT

1 INTRODUCTION AND SITE DESCRIPTION

Foundation Engineering Consultants Limited (now Coffey Geotechnics (NZ) Limited) were commissioned by Takanini Structure Plan Area 6 Limited to undertake a geotechnical investigation into the adequacy of land for future development.

The project area has been identified as a growth area with scope to rezone from 'rural' to 'mixed' use (ie. residential/ commercial/ industrial). It is referred to in the Takanini Structure Plan as Area 6 (more specifically Area 6A and 68).

The principle objectives of this report were to:

• Review the existing Woodward-Clyde (NZ) Limited (WCL) report dated March 2000, that was prepared to assess the geotechnical conditions of the greater Takanini Structure Plan Area, which also encompasses Area 6, as well as other reports relating to projects in the vicinity of the subject site prepared by Foundation Engineering Consultants Limited (FECL) and Tonkin and Taylor Limited (T&T).

• Undertake further preliminary geotechnical investigations to confirm the results and limitations of the Takanini Structure Plan in respect of Area 6.

Area 6 is roughly rectangular in shape, having an area of approximately 53 hectares. It is bounded by Takanini Road to the west, Porchester Road to the east, Papakura Stream to the north and Manuroa Road to the south. The project area lies within the jurisdiction of the Papakura District Council.

2 GEOLOGY

The subject area comprises shallow Pleistocene age Tauranga Group alluvial deposits, typically organic clayey silts and silty clays, overlying inorganic clays, silts and sands to considerable depth. These alluvial deposits overtie gently dipping Waitemata Group sandstones and mudstones of Miocene age. A raft of inorganic soils comprising soft to stiff, sometimes sandy silts, clayey silts and silty clays mantles the area to depths of up to more than 2 metres.

To the North of the Papakura stream there is a surface of weathered Waitemata Group sandstone (Miocene Epoch) gently sloping towards the stream. A fault running along the stream bed interrupts the Waitemata Group deposits which continue to the South beneath alluvium at a similar attitude through the Takanini Industrial area.

An indicative cross-section AcA is appended showing an inferred subsurface profile of the three main soil types. This is based on information derived from the appended Coffey Geotechnics Site Plan, dated 18 June 2008 (reference 12635) and FECL Soil Zonations Plan, dated 13 March 2006 (reference 12635), as well as the WCL Plan Set, dated 22 February 2000 (reference G-002- G-005).

Our boreholes confirmed the presence of the alluvial and organic deposits. Weathered Waitemata Group soils were also identified at depth adjacent to the Papakura Stream.

3 RELATED REPORTS

As part of the preparation of this report we have reviewed the findings of a series of geotechnical reports carried out by this Consultancy, T&T and WCL for building developments in the vicinity of the site. A summary of the findings presented in the reports reviewed is presented below:


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3.1 Sikh Temple, 70 Takanini School Road

In 2002 FECL prepared a report for Thorburn Consultants Limited assessing the preliminary foundation conditions for the development of large carpark areas, several single storey buildings and the main two storey Temple structure.

The subsurface soils comprised soft to firm brown/ orange/ black organic clayey silts and silty clays, becoming inorganic beyond a depth of 2.5 metres. Vane shear strengths within these materials ranged from 15 to 90 kPa. Based on knowledge of surrounding sites bedrock was anticipated to depths of between 5 and 10 metres, and this was later confinmed during construction.

The main Temple structure comprised conventional reinforced concrete framing with associated shear walls. There were no unusual structural conditions pertaining to building design in respect of tolerance to differential settlements or magnitude of foundation loads.

Surface rib raft type foundations were recommended for all structures provided that finished ground floor levels did not exceed 300mm height above the existing ground level. Ultimately the Temple structure was piled to bedrock at approximately 8 metres depth using 150 small end diameter timber piles spaced at the midpoints of grid intersections. An unfactored design live load of 4.0 kPa was used with an allowable construction load of 4.0 kPa.

Settlement of the Temple raft was anticipated to be as high as 150mm under a working load of 20 kPa, with differential settlements of up to half of that causing a maximum angular distortion of approximate! y 1 in 300. As the building was piled these settlements are not expected to have occurred.

The consultant Wilton Joubert Limited Polyraft Plan Set and Jim Hollings and Co. Limited Panel Layout and Piling Plan are contained in Appendix 1 and 2.

3.2 Arthur Lydiard House, Bruce Pulman Park, Walters Road

In 2006 FECL prepared a report for Hill Design Engineering Limited to assist in the design of foundations for Arthur Lydiard House, a two storey office facility with associated accessways. The structure comprised a combination of cast in situ reinforced concrete columns, precast concrete wall panels, structural steel and prestressed concrete suspended floors and a lightweight roof. Design floor live loads were up to 5 kPa.

Subsurface investigation shows that the inorganic raft was present across the site to depths of between 1.0 and 1.6 metres. Beneath the raft were soft organic/ peaty clays with significant organic inclusions. These materials continued to depths of up to approximately 27 metres, with a layer of medium dense to dense pumiceous silts identified at approximately 19 metres. Machine borehole records indicate that this layer is approximately 0.5 to 1.0 metres thick and as such is not suitable to support piled foundations.

This site is currently undergoing a preloading programme to induce anticipated settlement prior to construction. Surface rib raft type foundations on a "structural" hardfill pad are proposed with a geotechnical ultimate bearing capacity of 180 kPa. Fill induced settlement is anticipated to be on the order of 15mm per 1 OOmm of filling. The latest monitoring results dated 7 August 2008 indicate that the maximum settlement over the six month monitoring period is 160mm under approximately 1.0 metres of filling.

Building plans are currently unavailable for this development as it is not yet built.


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3.3 Gymnasium and Multi-Sports Centre, Bruce Pulman Park, Walters Road

In 1998 FECL were involved with the foundation design for a Gymnasium and Multi-sport building at Bruce Pulman Park. Subsurface conditions were similar to the above neighbouring development. The two storey building comprises a concrete slab at the ground floor level with portal frames to span the main floor spaces. The exterior walls are part height concrete panels with colour steel cladding above, and the floor is prestressed concrete. The proposed ground floor level is approximately 600mm above the existing ground level.

Preloading for the single storey Stage 1 portion of the development comprised 1400mm of material monitored over a period of 120 days. An average consolidation of 142mm was recorded. Stage 2 comprised the two storey portion of the structure and accordingly was preloaded with 1700mm of material over a period of 926 days. An average settlement of 500mm was recorded upon reaching leo {ie. time for 90% consolidation).

The construction is typically lightweight with foundation pads and floor slab thickenings.

Hill Design Engineering Limited Foundation Plans are contained in Appendix 3 .

. 3.4 Mitre 10 Centre, 238 Great South Road

T& T prepared a Geotechnical Report for Euroclass Commercial Design and Build Limited, dated February 2004 {reference 21500) to provide recommendations for foundation design of the now completed Mitre 10 retail store located near the corner of Great South Road and Walters Road.

The structure comprises tilt slab walls with a lightweight roof. Driven timber pile foundations were recommended to support column loads from the roof and any high concentrated loadings. These were piled to dense sands encountered at 8 to 10 metres depth and were designed assuming an ultimate bearing capacity of 2800 kPa. It was recommended that the perimeter walls be founded on strip footings limited to 1 metre width and constructed on a minimum of 500mm of hard fill. The panel details should include tolerances for differential settlements.

Ground floor slabs were founded on the firm to stiff fill and hardfill encountered overlying the site and were isolated from the piles to avoid excessive differential settlements between the slabs and the piles. Surcharge loads were limited to below 10 kPa to minimise settlement within the compressible peat layers.

The consultant Euroclass Commercial Design and Build Limited foundation and structure details are appended.

3.5 Takanini Structure Plan,

WCL completed a report for the Papakura District Council, dated 29 March 2002 {reference AA2747/07/02), to assess the geotechnical conditions of the greater Takanini Structure Plan area. This investigation included Area 6, which lay at the north-western margin of the study area. The WCL report took into account earlier investigations by Harrison Grierson Consultants Limited {1998) and Watercare Services Limited {1998). The findings and conclusions of the WCL report were summarised in the adopted draft report Takanini Structure Plan, dated 30 November 2000.

For the WCL field investigations a total of sixty-six shallow hand auger boreholes were drilled over the Structure Plan area, of which approximately sixteen boreholes were drilled within or near the confines of


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Area 6. Visual appraisals of soil profiles in the existing road table drain excavations were also undertaken.

The WCL boreholes on Area 6 had a spacing of approximately 200 metres and were designed to identify the thickness of the competent raft materials. These boreholes encountered a relatively thin mantle comprising inorganic alluvial silts of thickness between 0.4 and 1.5 metres, overlying organic clays, silts and peat. To the northwest of the site no organic clays or peat were encountered. Groundwater levels were determined to range between 0. 7 and 1.8 metres depth under summer (February) conditions.

WCL identified key factors which needed to be considered with respect to the organic materials, as follows:

"Minimising of imposed bearing pressures coupled with shallow foundations.

Site-specific structural design to address possible differential settlements.

Managing groundwater to ensure retention of prevailing ground water levels.

Ground water recharge by artificial means where a planned development affects natural recharge. "

Based on the thickness of the identified competent soil raft, WCL nominated three building zones within Area 6, as follows:

"Zone 1 - suitable for low density development (suggested lifestyle blocks of 2000-3000 m2) as

competent soil raft is less than 1 metre thick.

Zone 2: -suitable for medium density development (suggested density of 500-750 m2 per dwelling}, as competent soil raft is at least 1 metre thick.

Zone 3- suitable for high density development (suggested density of 250-500 m2 per dwelling), as competent soil raft is at least 2 metres thick."

The WCL demarcation shows Zone 3 in the northwest, Zone 1 in the south-east with Zone 2 occupying the land in between, this is shown in Figure 4 of the adopted draft report Takanini Structure Plan.

Due to the thin cover of raft materials in Zone 1, WCL considered that there was increased risk from:

"Changes to the water table.

Higher levels of settlement.

Bearing capacity limitations.

Instability in the organic materials in the form of natural migration of large bodies of wood."

4 FIELDWORK

Our fieldwork was commenced on 3 March 2006 and involved the drilling of thirty-one hand auger boreholes to depths of up to 5 metres in the positions indicated on the appended site plan. Descriptions and depths of strata encountered during the drilling of the boreholes are appended. Borehole locations were spaced at approximately 1OOm intervals.

We have also appended the relevant WCL borehole records and their approximate locations are also shown on the Soil Zonations plan.


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5 SUMMARY OF SITE CONDITIONS

5.1 Topsoil

The depth of topsoil typically ranged between 0.1 and 0.3 metres.

5.2 Inorganic Soils

All boreholes encountered a mantle (raft) of inorganic soils comprising soft to stiff, sometimes sandy silts, clayey silts and silty clays. The deposits were sometimes organic stained and hard to distinguish from the overlying topsoil.

Shear vane dial readings measured insitu ranged from 25 to 140, indicating that these deposits display wide variations in strength.

Using the same criteria as in the WCL report, the thickness of the inorganic raft has been categorised into three zones, as follows:

Zone 1: Raft of inorganic soils up to 1 metre thick. Zone 1 was encountered over the south-eastern section of the site.

Zone 2: Raft of inorganic soils between 1 and 2 metres thick. Zone 2 was apparent over the majority of the study area.

Zone 3: Raft of inorganic soils over 2 metres thick. Zone 3 was apparent over parts of the central and

northern portions of the study area.

The attached Soil Zonations plan delineates these three zones and is indicative only. The thickness of the inorganic raft encountered in each borehole is also labelled on the site plan.


Beneath the raft of inorganic soils, all boreholes except 17, 18, 26, 27, 28, 31, encountered very soft organic (muddy) clayey silts and silty clays, often containing large amounts of decayed wood/ twigs and inclusions of amorphous organic matter (peat). The organic deposits were present to at least the depths drilled in most cases. The appended cross-section compiled using information contained within the WCL Structure Plan Report indicates that the thickness of the organic soils varies over the site with depths generally increasing towards the south. Depths range from approximately 1 metre adjacent to Popes Road to approximately 11 metres adjacent to Manuroa Road.

5.4 Groundwater

The standing water levels ranged in depth from 1.0 to 3.2 metres depth, averaging approximately 1.6 metres. No groundwater table was detected in boreholes 6, 10, 18, 21, 22, 23, 25, 27 and 29 during the time of our site visit. However if standpipes were installed and groundwater monitoring undertaken, we anticipate that equilibrium levels will be similar to those displayed elsewhere on the site.

The depth of groundwater detected in each borehole is labelled on the attached site plan.


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5.5 Laboratory Testing

Two sets of Expansive soil tests were carried out on samples taken from boreholes 8 and 28 at depths ranging from 0.3 to 0.7 metres. These test were carried out in accordance with NZS 4402:1986, "Methods of Testing Soils for Civil Engineering Purposes" test section 2 and were primarily intended to assess the Expansive Classes of the site materials in terms of AS 2870. The tests carried out on this site produced Cone Penetration Limits of 95 and 128 and Linear Shrinkages of 14 and 17%.

6 DISCUSSION ON GROUND CONDITIONS

6.1 General

Our findings are comparable to those presented in the WCL report.

lnsitu shear vane dial readings within the inorganic soil raft varied markedly, but were typically soft to firm.

The underlying organic soils (where present) typically comprised muddy clayey silts and silty clays with wood and amorphous peat inclusions. The basal level of the organics has not been established in this investigation although it has been identified by WCL.

The inorganic raft thickness and strength, plus the presence of organic deposits beneath the inorganic mantle, bestow geotechnical constraints to development. These are discussed in more detail below and generally concur with the geotechnical conclusions and recommendations in the WCL report.

An average AS 2870 soil Class 'M' likely prevails across the site, although further testing is recommended during future subdivisional development as variations are expected.

Notwithstanding these issues, with appropriate engineering and application of the provisions of the District Plan, the concept of mixed use development over this site is considered (in principle) geotechnically feasible with individual developments requiring specific site investigation and foundation design.


These deposits are susceptible to irreversible consolidation settlements which may be induced from lowering of the groundwater table ( eg. from interruption to groundwater recharge via sealed catchment areas, groundwater drawdown from drains and/or large trees, etc) or imposed surcharge loads (eg. from buildings and/or earth fills, etc). Therefore, planning for development of this site must consider the following key points:

• Applied bearing pressures from shallow foundations associated with buildings should be minimised on account of varying, but generally low strength, ground conditions.

• Light-weight, flexible structural designs are desirable to accommodate potential differential settlements.

• Floor live loads for industrial/commercial developments may be limited. Heavily loaded areas/foundations may require piling, and/or other methods of ground improvement.

• Careful storrnwater management should allow for artificial groundwater recharge to ensure that existing water table levels are maintained.

Coffey Geotechnics GENZNEVVP12635 11 November 2008

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GEOTECHNICAl ASSESSMENT

• Diligent landscaping/ vegetation and earthworks designs must minimise potentially adverse effects (eg. induced settlements) for the reasonably foreseeable future.

6.3 Raft Soils

Within the area of Zone 1 the raft is generally less than 1 metre thick. Here, there is a greater degree of risk of higher levels of settlement from changes in groundwater level and the importance of artificial groundwater recharge becomes paramount, as do the limitations on bearing capacity, landscaping and earthworks.

The thickness of the raft increases in Zones 2 and 3 effectively lowers the risks associated with fluctuations in groundwater, landscaping and earthworks.

However, it appears that the shear strength of the inorganic (raft) soils within all Zones is highly variable. This places greater limitations on bearing capacity. This is a site specific investigation and design issue which would need to be addressed at the relevant consent stages.

Further, it must be pointed out that the zones and associated conditions presented in the WCL report are related specifically to residential development and as such do not apply to industrial development as proposed here. Instead, each industrial lot will require specific site investigation and foundation design to address the geotechnical issues presented by individual and varying building structures that may be built on the land.

6.4 Geotechnical Works

It is apparent that substantial (relatively high density) residential developments border the southern and northern boundaries of Area 6. Commercial and industrial developments are located to the west. It is inferred that WCL Zone 1, 2 and 3 soils encroach into these established areas with no obvious adverse affects on development.

Therefore, with appropriate engineering measures as discussed below, we consider that the identified geotechnical conditions alone should not constrain the density of development upon the zonations described above.

However, it is our professional opinion that the use of a rule such as the one shown below is prudent and should address the broad geotechnical issues likely to be encountered during the development of the land.

"All subdivision, resource consent or building consent applications shall be accompanied by a site specification Geotechnical Investigation Report, prepared by a suitably qualified Geotechnical Engineer, confirming that the lot will be suitable for development of a Permitted Activity, or for a development approved by means of a resource or subdivision consent.

(a) The Geotechnical Investigation Report shall make recommendations for future site development in respect of the following matters:

1. Consolidation settlement

2. Differential settlement

3. Foundation bearing pressure

4. Maintaining Groundwater equilibrium


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5. Service line; and

(b) A site specific groundwater recharge system design shall be prepared by a Stormwater Engineer; and

(c) Specific structural and civil engineer design measures shall be undertaken by Structural and Civil Engineers that make provision for the site specific geotechnical and groundwater recharge requirements, for example foundation design and preloading, if required."

7 PRELIMINARY FOUNDATION TYPES

Based on the information presented on the cross-section as attached, we anticipate typical foundation solutions for industrial type buildings at this site to comprise either shallow strip and pad foundations or piles. Piles should be expected to extend to depths of up to approximately 15 metres in the southern parts of the site with anticipated depths reducing to the north to approximately 5 to 8 metres. Actual pile depths with depend on the ground conditions encountered during the subsequent specific site

investigations.

The pile depths discussed above are not unusual and many successful developments in Auckland have been built using piled foundations in a variety of ground conditions with many having foundation piles extending to depths well beyond 15 metres. It is also important to realise that the foundation type required is not just a function of the ground conditions but is also influenced by the actual development proposal and the associated loadings.

As a rough estimate we normally expect the foundation cost for piling to be in the order of 15% of the project value while the approximate cost for shallow foundations is expected to be in the order of 10% of the total construction cost'. We do not expect the foundation cost percentages for buildings at this site to vary significantly from those estimated above.

Pads or raft type foundations should be able to be utilised with preloading and ground improvement (eg. construction of a hardfill pad etc.) for heavy structures or large footprint (or differential settlement intolerant) as above.

The need or otherwise for preloading is dependent on the ground conditions present at a specific site as well as the expected loadings and/or settlement sensitivity. This is typically assessed at the specific investigation and foundation design stage. In addition it must be pointed out that pre loading and piled foundations have been successfully undertaken on many sites in the Auckland area without rendering the developments unviable.

Based on our discussions with Contractors2 we anticipate the cost of importing and placement of aggregate for preloading to be in the order of $651m3

. For a 10kPa preload this equates to $32.51m2 and for a 20kPa preload it equates to $651m2

. This does not make allowance for the holding cost of the land and we would expect that any preloading would need to be in place for6 to 12 months.

1 Personal communication with Davis Langdon Limited (August 2008)

2 Personal communication with HEB Contractors (August 2008)


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Also based on past experience in the area, preload settlements are anticipated to be in the range of approximately 50 to 75mm for a 10 kPa preload and between approximately 100 and 150mm for a 20 kPa preload.

However, it must be accepted that this may vary significantly depending on the total preload area and height.

Other specific design alternatives such as stiffened rafts, post tensioned and suspended floor slabs may also be suitable depending on actual floor live loads.

8 GROUNDWATER RECHARGE

As the organic soils present here are likely to be subject to significant irreversible settlements if the groundwater table is drawn down beyond the normal seasonal fluctuations it is important to ensure that groundwater recharge is achieved.

Industrial developments tend to cover most of the lot area with impermeable surfaces (eg. roofs and pavements) and so groundwater recharge will be required through the use of rain gardens and dispersal trenches or similar. The rain gardens would serve to collect runoff from paved areas before distributing the water through a network of groundwater recharge trenches beneath the paved area and designed for an even dispersion. Any overflow would simply be piped through the stormwater drainage network.

Water from the roofs may be able to be disposed of directly into the ground beneath the building floorslabs via a specifically designed dispersal trench system.

We would expect the rain gardens to either be visible at the surface or to have a removable concrete lid to allow for maintenance. Further, the dispersal trenches could have flushing ports to enable flushing to prevent blockage of the trenches.

We have attached a layout sketch (Appendix 9) of a groundwater recharge system without rain gardens although these could easily be added to a system like the one shown attached. We expect that flushing of this system could be undertaken from cesspit and manhole locations.

It must be accepted that each individual development will require a specific groundwater recharge

design.

9 PAVEMENT DESIGN

We expect design subgrade CBR values here to be low (1% to 2%) and that in order to provide adequate access and yard areas suitable for industrial use subgrade undercuts with geotextile underlay and possibly geogrid may be required. These are proven strategies for constructing pavements on soft ground. In any event each individual lot will require a specific pavement design taking into account the ground conditions specific to that lot.

1 0 LIMITATION

This report has been prepared solely for the use of our client, Takanini Structure Plan Area 6, their professional advisers and the relevant Territorial Authorities in relation to the specific project described herein. No liability is accepted in respect of its use for any other purpose or by any other person or entity.


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All future owners of this property should seek professional geotechnical advice to satisfy themselves as to its ongoing suitability for their intended use.

For and on behalf of Coffey Geotechnics (NZ) Limited

Prepared By:

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(} \ J L Beaumont

Senior Geotechnical Engineer

Reviewed By:

~ S GLander

Associate Geotechnical Engineer MIPENZ, CPEng.


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Concrete strength mm1mum of ) 7. SMPa after 28 days.

/

NOff5: Piles shall be: I 50 Small End D1ameter t1mber piles dnven to refusal on bedrock. (approx 8m) Spaced at m1dpomts of gnd tntersecttons. Refer to drawmgs by

'J1m Holhngs $Co. Ltd.' for foundat1on details of load bearmg footmgs/pads.

Do not scale from Drawmgs. Refer Architectural Draw1ngs for overall d1mens10ns.


Allowable construction load: 4.0 kPa I

Panels shall not be stacked on floor dunng construction.

1977-01 Rede$tqt Beans ?i/08

1975-06 Revised detal5 11/08

1975-07 Redes1q~ e~ Be-an 01!08

1975·04 R<d-... 06!08

19??·0~ fi<de""' 07!08

""'"" Ocscrlptlc.n Vale./

Structura e~~~eer5: WILTON JOUBERT Ltd


Ph (09) 579 1114 Fax (09) 579 7778

/ .kJ, f~"

Communi~ f acilit~ 10 fakanini 5chod Road

fakanini

/S!,ct f<k

Conqra P ol~raft Part Plan

,,.., D.B.I..-. ,. ... lim r '

.... ,. A.R.W. LIOO -17/07/200>

-.-_ ......

082066 ~ .. -~

...... Slb "''671955-07

See

7

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\

(~ -~

(C /

'"--------/ '

~~~~ "'-', ;__ -o:-, ~ crt v.. lf £72-. 1

r_....·-( D

/ \

N0115: P1les shall be: I 50 Small End D1ameter timber piles dr1ven to refusal on bedrock. (approx 8m) Spaced at m1dpomts of gnd tntersecbons. Refer to drawmgs by 'J1m Hollmgs $Co. Ltd.'

for foundation details of load beanng footmgs/pads.

Do not scale from Drawmgs. Refer Architectural Drawmgs for overall dtmensJOns.


Allowable construct1on load: 4.0 kPa

I

Panels shall not be stacked on floor durmg construct1on.

19,,-07 R.:desk;vll3eoa115 27/08

19,-06 Revised detal$ 11/08

!9"-0' Rede51Gfl t# [}ean 01/0B

197,·04 Redr3-Y 06/08

197?·0, ~deSJqr 0?108

Revision IJes.:::np!;IGn Date

/ St:ructura Eft:llroeers: ' WILTON JOUBERT Ltd P.O. BOX 11-381

ELLERSLIE AUCKLAND

Ph (09) 579 !I I 4 Fax (09) 579 7778

Jof, flt:Ie: ' Commun il:.tj f acil il:.tj

10 lakanini School Road lakanini

./ /Sheet f>tk ' Conqra P ol~raft

Part Plan

/,_., t7 .B .L.. ·- lim r ·····" A.R.W.

uoo -~

""""'17/01/200?

082066 ~ .. -~

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See Deta1l 9-53

)

-s G

ee Detail -53

L.-·fl L -zo-,2. dTVf.q1;."---(

L'L.i0

/

NOft5: Piles shall be: I 50 Small End D1ameter timber piles dnven to refusal on bedrock. (approx 8m)

Spaced at m1dpomts of gnd mtersect1ons. Refer to drawmgs by 'J<m Holhngs $ Co. Ltd.'

for foundat<on details of load beanng footings/pads.

Do not scale from Drawmgs. Refer Architectural Draw1ngs for overall d!mens1ons.

Des<gn hve load: 4.0 kPa (unfactored)

Allowable construction load: 4.0 kPa

I

Panels shall not be stacked on floor dunng construct<on .

19,;,;-07 Redes1q1 Beans 27/08

1997-()6 Revised dcta!s !1/08

<9,;,;-o,; Redcslq! E:dq:: Be.em 07/08

19,;,;-<)4 Redco•• 08/08

19e;,;.W i?ede51qr G,;/08

Revl$1011 o~nptlon Oate.,J

/ St:.ructa-3 el'<:jir\%T"S!

WILTON JOUBERT Ltd P.O. BOX 11-381

ELLERSLIE AUCKLAND

Ph (09) 5791114

" Fax(09)579 7778

I Jl, f1Ue.

Cvmmuni-l-4 racili-l-4 70 fakanini School Road

lakanini

" Sheci f1tle-.

Conwa P d~raft Part Plan

/

...... t/.[3t' ...

lim r ' •.. ARW. 1.100 .,,.. 17 I 01 I 200?

!-..,. .,-., ... 082066 -·- 519 '''"071955-07

g "'

8 \J)

r Heel of panel 1 200 · shall not ~xtend beyond

,,f'------'-'==------,1,. th1s bne durm<;:~ construcbon.

: 800 w•de •tnp

• om1tted from topp!n-:J at first pour bbS HRC mesh on !rT ; II : 800 '

IGO ~ 4/HO I b a!oo'3 2/cha,rs per pod

I ! '

I

'.

i ·~

'------,-11 ! I

-~ 1--

'(' Ill_ ! . .:__ -~-,

" ........... ·······-

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\_ 4/HD I b alon<3 nb RG@ !BOers

200W x 5000 ed<:Je be.im 3/HD/2 alo~

NOTE: frlt-Up Panel, Ground Beam .; T1mbe"r P1im.g System as~r

I --~ ------

' ' -······

~

f crossrn<:] nb

' ~

-······· ------··- -·

GbSH R.C mesh on per pod 2/cfu,;s

ISO SED le "' Dnven to refusal.

ISO SED pde"""""' Dnven to refusal. '\

Detail

\;,;. I~ 'J1m Holllrt'3S t Co Ltd.' c:liaWln<:JS

All rernforcement .shall be m place pr1or to first pour

Conqra Polyraft Internal Beam I GO Scale I :25

27S

250 250

12001 U..'\.:.J2etaJI . v--2c)o Edge Beam at Outer .Ttlt Up Panel

Scale I :25

Heel of panel shall not extend beyond

thrs lme dunn~ _construe bon,

Detail

1000

bGS HRC mesh t 2/HDIG

200 Edge Beams at intermed1ate Tilt Up Panel Scale I :25

1000

200W x 3000 edt:::'Je beam 3/HD/2 alonq

Heel of panel shall not extend beyond thrs lrne dur1n<3 constructton.

000 w1de stnp om1tted from I:Of'f'ln~ at first pour

I !f' +-....:8:::oo::::__t___7(

NOTE:

4/HDIG Rb@ JOOc:rs

Trlt-UF' Panel, Ground Beam t Trmber f'rlrn-3 System as per 'Jrm HoUmo::rs t: Co Ltd.' draWin-35

Panel and footm-3 sto:zrters not shown, but shall be rn F'lace pnor to frrst pour

4/HD I b alon~ RG@ 180crs

ISO SED p~e Dnven to refusal.

AU rernforc:ement shall be rn place prror to frrst pour

2SO 2SO

bbS HK.C mesh on 2/charrs F'er pod 4/HD I G alon<j

Rb@ /BOers

4/HD I G

I 50 SED pde Drrven to refusal.

Detail Conqra Folyraft Internal Beam 200 Scale I >25

bbS HRC mesh on 2/charrs per pod

Detail Conqra Folyraft Internal Beam I GO Scale I :25

J /HD J 2 rn bottom of Beam

::··:~r:· ,·:~-if !'-H) \ft~lJ{ (• .,, .. ,.-_ '\i -::·(

-~'''\ .~-~-~· COt!f,J:::!( '-:iUE5-J:::- ... :r T . .J ;·-~; ::·1i··c, :. \\': r; i : \.;L t·lHN ZEAL,!.~-:~:-~ ~.:H fLL!:'i\.:1

;;;~~ (.-vl("tu--0 •;J-cc;v(r;J€J2. 7

'--' r::..

/

NO!f5: P1/es shall be: I 50 Small End D1ameter t1mber p1les dnven to refusal on bedrock. (approx 8m) Spaced at m1dpomts of gr1d rntersectrons. Refer to drawmgs by 'J1m Ho/hngs t Co. Ltd.'

for foundation deta1/s of load bearmg footings/pads.

Do not scale from DraW1ngs. Refer Arch1tectural Drawmgs for overall d1mens1ons.

Des1gn l1ve load: 4.0 kFa (unfactored)

Allowable construct1on load: 4.0 kFa I

Panels shall not be stacked on floor durmg construct1on.

19~~·07 Ratb~qn Be.;ms 7:7/08

/9~~-()6 Rc.i<ed a.c.~. 11/08

19%-()\; R,de""' '""' """'

07/08

197~-04 fled.-.. 06108

/9%-0' ~~.,;,,., 0~/08

Rc.i ... o,.,,.., p,.,

/ Structural E!\:F'Cd"~ WILTON JOUBERTLtd


Ph (09)5791114 Fax (09) 579 7778

/ Jd, ,,..,

Communitl.j f acil i-I:.Lj

10 fakanini School Road

fakanini

/sheet fitle: ""\

Cone[ra P ol~raft Details

1/.Bt. ,_

tim f ~" ?,,

-·· A.P...W. 1:2~ '~ 17 I 01 !2000

'-~ r, 082066

~-, . -,52 . ,.., .... ;..;.....,. .... ,., ,.._

bGS HRC mesh on 2/charrs per pod

1L 8 I "' ' l /' '-· /

- '

Conqra Folyraft Internal Beam 200 Scale I ,25

bGS HRC mesh on 2/charrs per pod

:-;\??,.<\fil/-'1 tn::::Ti1iCT ;_:;,JUJ·!C~\. :3UB..JEC! .. TO -.:.OMPLir\PiCE \/V!TJ-! Tdt: i'-iE'// lEAU\ND i~!U!LDi~JG ::~ODE

1~~!~¥Jili~~i\! GGS HRC mesh on

2/ch.arrs per pod

Lj\~D~e~ta~t~I~-------V Conqra Folyraft

Internal Beam 200 Scale I :25

800 wrde Strrp omrtted from topp1ng

at- f1rst pour 200

som,Jac to Det..•l 4 \ . n a"---:- --- \- --

;[,_,:_·_ . -._ -__ -_----_ "f:: :(>"<_/_.·.

ffi Deta1l C)~c"'o.!:!nq!!!...ra_F_o_l-yr-a-ft-

lnternal Beam 200 Scale I ,25

200W x300D b/HDI G alon~ R.§_@_GO~

/ ' No-rt:5:

Plies shall be' I 50 Small End D1ameter t1mber plies dnven to refusal on bedrock. (approx 8m) Spaced at m1dpo1nts of gnd 1ntersect1ons. Refer to draw1ngs by 'J1m Holl1ngs $ Co. Ltd.'

for foundation details of load beanng footmgs/pads.

Do not scale from Draw1ngs. Refer Architectural Drawmgs for overall d1mens1ons.

Des1gn l1ve load: 4.0 kPa (unfactored)

Allowable construction load' 4.0 kPa I ---

Panels shall not be stacked on floor dur1ng construction.

19??-01 Redo::51qr ~13115 21/08

19,-06 Revised dctals 11/08

19,-0? Redr:s~qrr e~ l?ean 07108

19,-04 Redraw 06!08

19,-0, Rr:de-s~qr 0?/08

Rev1s1a1 Ocscrtpl'Jan Oak_/

/" Structural er~ne'(!'l"5: ' WILTON JOUBERT Ltd P.O. BOX 11-381

ELLERSLIE AUCKLAND

Ph (09)5791114 Fa' (09) 5191778

r.lH'"" ' Communi-t~ facili~

10 lakanini School Road lakanini

Sheet frlie:

Concp P d~raft t7etails

.J r 1/.B.L. -- lim r ·;,._.,,

...... A.RW. 12? ~""II" I 07 I 200?

- -082066 ---

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Two...Corner pilts •I IJHTYP!(Al

300 S.E.O

l

: '

8300

lHr--~~--------1 P14

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II I IP13

4Hr---

II

I

COIISTRUCT~> JDIIIJ IN SUfi

HALf HEIGHT TILT WALLS ON GRID LINES 8 & G

COMMUNITY FACILITY

P40

: ': ' ·:

' ' I/ ~ ' ~

2310G

For NZ Sikh. Society

(o)

PIll N G A N D

AT 70 Takanlnl School Road

Zl10& I

""

T

1 r

P A N E l LAYOUT PlAN

TAKANINI

I'T1111 (Dmer piles •I UNTYPICAL

3M S.E.D

lSelhk • ' mt Paut,

GFL SLA& \.EV£1 --, Rl 11.00~ .L

AS T'f-IE OWNER SHAll Bl!: R.C<::P

;~~~Q'jNG ,-0 -;HE A~;ab~~" ~e!LD!NG WORKS "'8CEATAIN~T --~,..~ NS.THEOWNER

PE(;1.S . PRIOR T RUE Pv:.IT'ION OF SUJWE'Y OPEAA)10NS O~CING{ BUILDING

~f;Cl ' -- _,.;:....=- ;; "'Ol "'""""'~""..U~..!~#JJbmjl '""'UilO'l'RI '<:: tlNCI! ,'

. scheme·p un or approval '118 • RAFi PROPRIETARY SLAB SYSTal AT UNO flOOR UYEl • D!SJ!illal

8Y OTHEIIS • TO 8E 5\IPI'IJITED • -~16 Locking w j fROII SIIAtl PUS AT 1111 POINTS

along: Dl pa.ntl •gl c.c'~' ~'""=-:'~"o,-· ="~-='--'

17~·~~ ~ !."""' To 1

~~ ~omjWT£RS LSicb!cnlitf'l!

I lftrial :xttrn!lf_ -, h-1,..,- ~2 U ~l!IOH - jlli.tt -.iii Htt Ia -"-----'~_lertl - ..:.0•~·-":::b·"'!::-f~·-, FC00TR<;;;;;;I,;P~INru'"';--;;;-7,~1oiJp IIi/~ pmnel sl~l1rs.

nm 112~ TOP , FOaTIMi lEVU = RL 16.500 At41 BOTTOM 1g ~ THROUGHOUT THE BIJILDING EVrn''llliERE C:- ~ ....... c._,. r ........... IJ ... ~

5TIIRWS. Hl2 AT 2SO CRS. f~ tog~ I~ et!We '-'F"l--! J TIIRO!KillaUJ Uidm •ltd •lhlrv!n 75 tnen boll~ .. arul

500 ___l B ~ ,. ......, ........!..,.. "'"' 1 I sides: SO lop CDY1!r HI"

....<: . TIMBER PlliHii SYSWi BELOW ~ROUHII8EAH5

TYPICAL REFER PLAN

...... - -, TYPICAL 500Wide x 600deep

GROUND BEAH FOOTING OVER PILING SY5TEH I REFER PLAN I

fj .... l>~ __ .. $ __ :_"1"~. 7~

THE 6R3UHD LfVEL FLDDJI SLAB IS INTEIIIED FOR LISE ~ A CASTING AREA fOI! SITE-PREC-'STING

fJF 1SG THICK VALL PANElS. IT IS _£SstNTIAl THAT IT BE KAINUINED R.AT AND TRI!E WITHIN UHITS THAT EMSURf AN AROIITE('f\JRAtl Y M.t!:PT ABLE FINISH AND IHHEMSli»W. TotERANCE FOR WAll PAHElS

TO BE em ON IT

400 Dill vith & k~ Typicol RC Colu1111 lrl liN 011 3GIPCD & j'-. Temporur, sM. 6dio Ill ll'ire helP: I r· f-1- ~l!t ,, gin [ fft AT GIIDWIP fl.OOR d 100 Ditch ~b P~:~ling R.i. f1JOO

Tsoo ---,;,;_:~ -l -}- -~'"::00"'~"'~=""'~,.., ·"•.-, -;;""'·~"'' . lhm Reldbat T I l ' ~THRoomlGUT Tf£ BUILDING

~j"-~-"-,L-o-s '-'""'~' I I J ]. ! .

90TH liAYS

PILE CAP INTERNAL COLUMNS

Panel Layout & PILING PLAN

lmll D: RtrisiGIIs lo ccraply llilh

Iu tVIISU!tonts ~~s2t02 lsslll! C H!J.jor chAngu • re·pl~nMd

OCTOBER 312

!uut B Buildirlg ole Pl~ndus (HANGED AND GRIDS J.l T£RED 21 AUG 1~2

JOB No. 750

(.'-

"- l Fft 1111 11t tin 1poi!Poto;. Iii.., ~hog u.;gr.

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------------~ 2 !.A~ or TCR~aM eoo.

DETA!L-@-112o

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t ,. ! I~ Ole. 1!00 CR5 I!.ACH WAY.

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~ ~ ~ ~- ~ EOUND~!>IION PLAN

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NOJE5• : MtffiAIIQNS

-Ali. excAVATeD l'otM>ATJbN.5 TO be NS>eettt>·bY I!WISTI!Reb ~ PI<JOit TO POUt .

- !'Ul..l..Y COMPACT HARm..l. TO .sct.!5 or AU. I'OI.N)ATIONS Ol't COMPJ..e'TION.

erne_ 51F"'J'K?Tr1 - GtNeaA!. I'OI.MlAT!ON '17.:5 MP... - "-0011: .!LA& '17 .:5 MPa.

Rr--INMRfNij - D ~ t1U0Rt«t1 MLD STt.e.t.. ~ t.PoJ ·R.,PL.ANI;!O\.N)I4l..t>5Tt:.tt.. - Al..l.. n.ooR ~ ~ e 600 CRS. - AU. sreu. ~ CONe.. covu

f-----~~= = Pt.A-rt. 2/1201A. RAG ~ 'T5. f5rTwn DRY F>AO:.i l«lRT /JR.

""""""""""' CONCRen. PAO. , 1:112 e ZOO CRS tACH WAY

• - Ge.N. 111..~110N5

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""' PAPA~URA.NOTeA~~ ASSOGIA TION --

FOUNDATION PL.AN a

DeTAIL-S

-·~ -,_,.... -""""' """' - ~· '"" -k ~k -95-1566 51 A

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!t!!~•!!l!!tl!l.ll_\(\. "{ ~ ~ ~--

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DETAIL ili

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j~~~~~r~~~~~== 100 MIN. GJIP 40. D'ICI ST AR.To!li!5 • 600 Cl:!3. AI. TERNA-n:.

'---~-- 400W>OOOD Sfli!!l> ~TG. 4/016 rrARS ~NG. z~·sTPS.

TYPICAL- PANel. NT~ l"OOTlNG.

DEIAIL.m_ 1120 ---r;:::;T

• 600 GR!i.

,_.-;_ ., .

I

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TYPICAl. PANt.l. 'eXTI!Ii!NAt.- rooTNG.

DETA;!i;-@-

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CONe. PN-R'.t..

TYPICAl. roil.PANeL. I'OO'IG.

FOC.KET DETAIL '""

'

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NOTES, -AU. t.XCAVA-TW f'ii.n.loA"TION5

TO I:Uo!SI't.CTt-0 bY ReGI.STeRW ~ell PRIOI<! TO POlJI<", CQNC." S!EeNGJH -~ I'Ol.JN;lA'noN 17,!; w ... - M..OOR 51.-Atl 25 """"

ReNt'{)f?CNG -I> • ~ MU:l" STt.e!-

">r">>O ... ., -:H·~~.:~-Yit:J.b~

- k • PI..AI'I ROUND Mi..O .srea.. - Al..L. STt:.el. 75rnrn'· CONC. COveR:

eat..J!pQII!.NTIAI MNPJNG .

- PllOVIDt. ONt. l"oo.NDA T10N ROb CONT1N...IOUSl. y wt.U;:It:t) TO ~ ROUND ~TER I'Ol.NtiAT!ON.f~ ~CTIIICAI. C~ACTClfU

V-~ I '-,---I

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0A2><'1.2~D

CO~Tt. Pt..NTH.

~8 ····;p """"""'"'""' .,,,>CPS """""' """"' ltt.M"Te ceNTRAl.

~ •«>'7~ ~ ~~ 7'-./V\..

~ AT TOP 01" PAD

"""""""""' n"oo.w ~ ..

' '~&CU.o.ll ~~

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(j)-·~:1-.'!'1,- ~r=:::=~~-t~-1~==_r:~~~n~~~~

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This report may only be reproduced in full Report No 5194 Sheet 1 of 1

CLASSIFICATION TEST RESULTS Test Methods: NZS 4402:1986 Tests 2.1, 2.5 & 2.6

OA JOB NO 12635

All tests reported herein have PROJECT Area 6A & 68 Plan Change been performed in accordance l--- with the laboratory's scope of

Takanini Structure Plan laboratory accreditation

/.~-L-~ CLIENT Takinini Structure Plan Area 6 Limited

N.G. Agarkova Approved Signatory

Borehole No 8 28

Sample No S1 10.3.06 S1 10.3.03

Depth 0.3-0.6 m 0.3-0.6 m

Water Content % 98.0 58.9

Samples prepared from 'As Received' Natural Water Content

I

Soil fraction used Whole soil Whole soil

Cone Penetration Limit 128 95

Linear Shrinkage % 1 7 14

· 216 Gt Sth Rd Newmarket TESTED AT Newmarket

Ph + 64 9 523 5626 DATE 17.03.06 20 Tamari~ Ave Orewa ~ FUNDATOON Ph + 64 9 426 9707 ,.,H-ENGINEEP.ING - CHECKED

4 wcplls2vSnga280 05

1 6);. Sheet 1 of 1

Woodward-Clyde ,., DRILL HOLE LOG WCHA200 WOOdward-Clyde (NZ) ltd. I Phone 09 355 1300 Project No.: Project Reference:

385 Queen Street Auck.land Fax 09 3551333

AAAA27 47000007/002 Takanini Structure Plan Dri!hng Contractor:

Drill Type: Loggeo By: NS and LL Relative Leve!; mRL Client:

50mm Handauger Checked By: MH Coordinates: mN

Date Staned: 4-2-00 mE Papakura District Council

Date Finished: 4-2-00 Penni! No:

'

I ... 0: z UJ Ul I "- >- 0 a. 0::-" Ul GROUND o::-

I l~z <(- SAMPLING w'"" .(§g >- z w:r: ::li- WATER ,_o >- :r:>- oz AND OTHER w"' DESCRIPTION OF STRATA j-'"" ::J :r: UJ

I 0:: cnt!l o::- DATA AND ::;;"' >- 0 (90.

~ oz ·<n TESTING oii; z oa: a. ~ G:is COMMENTS "-::;; ...J ...JUl NZ u.J UJ 1-lc..;

2 w"' zo 0 (9 lOu:

~I <( ->- UJ...J ~0 UJ !UJw U? 0 U..Ul a. co ll.() ...J ic.JC

0 "..)-.,...>, Slack peaty and orange Silt [r-ILL] '0.'0-0.'0-

fo,-o. ~

fo,-o. ~

u: ~'0-

'0.'0-'0.'0-X X Brown orange Sll T mixed grey, slightly moist, firm driUing

X X [ALLUVIALS[ X X

1- 70!22 X X X X

X X X X

X X X X

X X X X

X X X X

X X X X

X X 58/19 X X

X X X X

X X X X

Ul X X X X ~

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X X ~

X X ~

X X <( X X 0.

X X :;, X X 0 • X "' X X @ 1.2m, becomes light cream grey. "' X X X X <(

X X "' I X • z X X <(

• • "' • X :;, 50116 • • ;:; • X

• X

)- " X X Sl

[email protected] )- • X z X X From 1.5m occasional streaks black peat <(

4/2/00 X X "' X X "' X 0 - - Cream CLAY, plastic, moist, moderately firm driUing

-=-=-z 0

58135 - - - z - -- - -- -- - -

-=-=-From 1.8m occasional peat as spongy brown wood fragments

- - -- -- - -- -- - -- -2 - -- - --- -- - -- -64136 - - -- -- - -- - -

0 EOB@ 2.2m:T ARGET DEPTH ~ ~

N ... c

REMARKS: i) Shear Vane DR291 6 ii) Borehole located approx 200m beyond the Northwest end ofT akanini School Road

' iii) Scrubby area witn rough surface suggesting veneer of fiU

;

1

i I

. '

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Woodward-Clyde ., Woo~:~ward-Clyoe (NZ) Lld.

385 Queen Street Auck!ancl

Drilling Contractor:

Drill Type:

50mm Handauger

" a. uJ .s "' "'-I a. >- ":r: z >- "'>-::0 :r:(!J UJ

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77/38

62/14

39/15

29112

! Phone 09 355 1300

Fax 09 355 1333

Logged By: NS and LL

Checked By: MH Date Staned: 11·2-00

Date FinisheC: 11-2-00

"' UJ ~

GROUND UJ 2- SAMPLING WATER 0~

r:=cn ws zo UJ...J

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TESTING DATA AND

[email protected] 11/2/00

REMARKS: i) Shear Vane OR2918

DRJLL HOLE LOG WCHA203 Project No.: Project Reference:

AAAA27 470000071002 Takanini Structure Plan

Relative Level: mRL

Coordinates: mN

mE

Permit No:

Client

Papakura District Council

DESCRIPTION OF STRATA

@O.Sm: Becomes light brown, Trace organics {Peat: 1.0%)

1.4-2.2m: Soft, push auger down without drilling: Organic content mostly amorphous matrix materail with 10.15% ~od

ii) SorehcWe located approx 200m NW of Popes and Porchester Rds Intersection: 100m SE of Pakakura stream

Sheet 1 of 1

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1 I;& Woodward-Clyde ..,

'

Woodward-Clyde {NZ) Ltc

I Phone 09 355 1300

385 Queen Street Avddan;: Fax 09 355 1333


Drill Type: Logged By: NS and LL

50mm Handauger Checked By: MH

I Date Staned: 11-2-00

Date Finished: 11-2-00 '

I : ;;;- '" "- UJ UJ I ti:i a. ' "'"' GROUND >- <= :;;- SAMPLING r- z

.i LL!.- oz WATER

=> -~ AND OTHER LU -C) a:- DATA AND ...1 0:: U)z 1-"' TESTING 0.. --' owlws COMMENTS :;; --' ujcr:lzo < "' ; -1- W_! Ill 0 u.cn a..co

1- I

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1105'36

i ' ;

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- I ,.C2/40

' I [email protected]

j 11!2/00

!- ! 1 ~2148

I '

- j i0/50

REMARKS: i) Shear Vane DR2918 il) Topography lowlying, rising slightly to North

Sheet 1 of 1

DRILL HOLE LOG WCHA204 Project No.: Project Reference:

AAAAZ7 470000071002 Takanini Structure Plan

Relative Level: mRL Client

Coordinates: mN

mE Papakura District Council

Permit No:

z 0 a:-

I ..JZ w>- <O r-'-' DESCRIPTION OF STRATA '-'<= w::O {50. :;;"'

:;:: 0 olO

f- z Oii:' a. UJ -'U NZ UJ C) 0(1)

!!!O 0 UJ UJUJ

Q.(.) ...1 00

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, TOPSOIL

I

X X Dark brown orange SJL T: Dry, stiff drilling: [TAURANGA GROUP X X ALLWIALS] X X X X

X X X X

X X X X

x X X X

X X X X

X X X X

X X X X

X X X X

X X X x

X X X X

X X

"' X X X X --'

X X ~ X X x X ::>

H x X --' X X --'

X X "" X X "-

"' X X ::> X X 0

X X a: X X 0 X X X X i3 X X X X z

X X ~ ---- Light grey CLAY: Moist, hard drilling ::>

- - - 15 --- - - t.) -- z - - -- - < - - - 0 -- a: ' - - - 0

r - -- - - z -- 0 - - - z - -- - -- -r - - -- -

I - - -- -

r - - -- -- - -- -- - -

t' - -- - -- -- - -- -- - -- -- -- -- - -- -

I - - -- [email protected]: TARGET DEPTH

Sheet 1 of 1

Woodward-Clyde DRILL HOLE LOG WCHA205 ' •

I Woodward-Clyde (NZ] Lid. I Phone 09 355 1300 Project No.: Project Reference: 365 Queen Street Aucklantl Fax OS: JSS 1333

AAAA27 47000007/002 Takanini Structure Plan Drilling Contractor:

Drill Type: Logged By: NS and LL Relative Level: mRL Client:

50mm Handauger Checked By: MH Coordinates: mN

Date Started: 17·2-00 mE Papakura District Council

Dale Finished: 17-2-00 Permit No:

" a: z w

IJ.) K a. ,_ 0 I<!~ a. I 0::6 w GROUND a:-

K >- <:r: :>- SAMPLING IJ.),_ ,_ z w,_ oz AND OTHER WATER ,_u

DESCRIPTION OF STRATA ih! ::0 w"' I IJ.) a: :r:o a::- DATA AND :;;"' 0 --' "'z ,_Ul TESTING ot:i

,_ z a. --' ow w:S COMMENTS a.

I IJ.) LlJ

~~I ::;; --' -'a: zo NZ 0 < 0:: !!!r W- !!!O 0 w (I)

' 0 "-"' ''-'" a.u --' '---I v TOPSOCL

[" ~"' C~cango SILT' Dey, finn driUingl'

!:::: ' I

" :::: 1•, " " " r- 77126

[;~=-~ 9 z

~:~: <(

"' 0: 0

[~~~~ z 0 z

- 69/28 -1 :{ ::~: > X

X X > X

Black brown organic CLAy, Firm, moist-

[email protected] Sl! Organic content comprises amorphous matrix material

17/2/00 (.)

z <(

"' - f-57135 0: 0

- - -i ' •CIAY. firm

70/40 - -_, - - 9 - - z

<( -"' - -_ "' - -2 - 0 z

-_ 0 z 71/38 - -_

--_ --0 !2 C DEPTH 51 N

"' 0

" ,; z u u s:

l· REMARKS: i) Shear Vane DR291 8

"' w

" => ..

1

1

1 J

1

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1/D;. Woodward-Clyde ,., DRJLL HOLE LOG WCHA21 0

'NoOOward..Clyde {NZ) Ud.

385 Queen Street Auddal'ld


Jril! Type:

SOmm Handuger

., UJ I c. a. a:~

>- <(-z w::r: 1-::0 ;cl-

UJ (I) C) -' 0: oz a. --' :2 --' __,w

0:: w" <( -1-C/) 0 U.Ul

72/38

68/30

82129

92/38

101/30

'•

I Phone OS 355 1300

Fax OS 355 1333

Logged By; NSand LL

Checked By: MH Date Started: 14-2-00

Date Finished: 14-2-00

0: UJ f-UJ GROUND :2- SAMPLING

WATER oz a:->-"' ws zo UJ__J a. co

OTHER TESTING

DATA AND COMMENTS


REMARKS: i) Shear Vane DR291 B

Project No.:

AAAA27 470000071002

Relative Level: mRL

Coordinates: mN

mE

Permit No:

z 0 a:-

I w>-,_o w=> ::;;" :c 0~

1-a.

NZ UJ ~0 0 0.()

ii} Borehole located Popes Rd. approx WOm West Of Popes and Porchester Rds Intersection iii) Topography lowlying

Project Reference:

Takanini Structure Plan

Client:



Sheet 1 of 1

__,z <0 u-_,_ (99, 00: --'U OUJ UJUJ (90

0

" " ~ N ... " " N z u

ii

I

I

w 00 d war d Cl d - y e ,.. I I

DRlll HOLI= LOG WCHA211 -Wooowa~yde {NZj Ltd. I Phone 09 355 1~ j ProJect No.: ProjeCI Reference:

3~ Ouee- Street Auckland Fax 09 355 1333

I AAAA2747000007/002 Takanini Structure Plan

Drilling C::~"''tractor: I

Drill Type Logged By: NS and LL I Relative Level: mRL Client:

SOmm Handauger Checked By: MH 1' Coordinates: mN

Date Staned: 11-2-00 I mE Papakura District Council

Date Finished: 11-2-00 I Permit No:

I ... "' i zl I

UJ

"' I 0. ,_ GROUND I "'~ c. "'""- UJ I

I >- "::: 2- SAMPLING WATER i=~ z ,_

::> w,_ oz AND OTHE DESCRIPTION OF STRATA

u.; :::(!) c::- R DATA AND ~g: I :I: 0 "' rnz ,_rn TESTING I- z I

0: -' Ow w$ COMMENTS 2l:1 0. w :;; -' w a: -'a:: zo WQ• 0 (!)

_I < ~!h- "'-' O:u! w u: 0 u.rn O.<!l -'

I I i

f 0 vv TOPSOIL: Dark brown SILT, Dry

I

I t '

l X X Dark grey brown SILT: Non organic, dry, firm drilling: [TAURANGA X X GROUP ALLUVIALS] X X X X

X X X X

X X

~ 65/30 f- X X X X

X X X X

X X X X

X X X X

X X X X

X X X X

X X X X

X X X X

X X X X

X X X X

X X

r-- 72134 H X X X X

X X X X

! X X

X X X X

! X X ., X X

[email protected] X X

' X X

j 1112/00 X X

X X X X

! X X X X

X X

' PUMICITE: White grey, hard silt ; . . . . . '

. . . - UTP UMICIT . . . . . . .

I . . .

i . . . . . ! . . . . . . . . . . i

- - Grey CLAY, Moist, firm drilling - -- - -' - -I - - -' - -' - - -' - -i 62/44 - - -- -

r

- - -- -- -2 - - -- -- - -- -- - -

I 65/40 - -- - -- -- - -- -

[email protected]: TARGET DEPTH

REMARKS: i) Shear Vane OR2918 ii) Borehole located along Popes Rd approx midway between intersections with Porchester and Takanini School Rds iii) Topography lowlying

Sheet 1 of 1

_,z <(0 u-_,_ (!)9, 00:: -'(.) Om ww C!JO

"' _, ~ ' 3 _, <( Q_ :::> 0

"' CJ <( CJ z tli "' ;:: 12 z ~ 0: 0 z 0 z

I

! g N z u

I

-.tO.

Sheet 1 of 1

Woodward-Clyde ,.,. DRILL HOLE LOG WCHA212 '

Woodward-Clyde (NZ) L!C. I Phone 09 3551300 Prc;ect No.: Project Reference:

385 Queen Street Aucklan:= Fax OS 3551333

AAAA2747000007/002 Takanini Structure Plan Drllling Contractor:

Dnll Type: Logged By: NS and LL Relative Level:

50mm Handauger Cneckeo By: MH Coordinates:

Date Started: 4·2-00

Slate Finished: 4-2-00 Permit No:

I " "' z u.J u.J I I ~ ,.. 0 0. c::=. UJ

SAMPLING GROUND cq:: I >- z ~= 2- WATER wu

>- f-:::J w :::J

1 =;;t:Jj @~ AND OTHER DATA AND u.Jo:: J: --' "' I ~ dJ t;j ~ TESTING

:;;;,.. >-0. --' COMMENTS 0(1) c:. :;;; --' NZ u.J <( a: ~g~1mg ~0 0 en 0 jl.!...<l) !l.CCt 0. u' - I i i I

I~ 0

i I I

I I I ·~Fe

1- , .. ,_ I :; (· 0 .o : ::; I

I . . " :· k~ . t. :r

I • '•J t·."

I r-J '.l

r- t:l1 ! 160:'S.:. . ''i

~~~ • . :r-• • :1.

1112'30 . . . '3 . . • . .r

I

:·,::~.-l [email protected]

! 4/2100

:~ 4 I

"H' I 62130

:. ~:} I !

~sf 2 i

r- I

I i • • "i-

! -~tH :- :: i 55/29 :;p:f I :E: ... I

I ::e:l I I 'ob'o :r:

·:C:·. :+-:. .:cz.; 50/18

1;+-;;

mRL

mN

mE

0 z UJ (!)

i:'l

X X X X

X X X X

X X X X

X X X X

X X X X

X X X X

X X X X

X X X X

X X X X

X X X X

X X X X

X X X X

X X X X

X X X X

X X

Client:



black peaty SJL T, poorly consolidated: organic content 20-30% [FILL from adjacent drain}

Dark brown yelbw SILT, moist, firm drilling: [ALLUVIALS}

Cream CLAY, plastic, moist, mod soft-firm dn11ing

[email protected]: TARGET DEPTH

~r-~~-----'----L---~-------L------~--~--~--~------------------------~-----------L-& !!)

I

REMARKS: i) Borehole located at comer of Porchester and Popes Road: Nor1heast side of intersection ii) 1.5m deep drain adjacent to borehole: No organics: GWL@ approx 1.2m iii) As·Built p1ezomeler design: 0.0..0.2m Bentonite seal· U.2·2.8m Walton Park gravels: Response zone 1.9·2.8m with single filter sock: Piezometer capped.

·,

-6A. Woodward-Clyde ..,

WoOOWard-Ciycie (NZ} Lid.

3SS Queen S\l'eet Auckland


Drill Type:

50mm Handauger

" g a. w a. a::. >- z <o: >- w,_

::J J:<.:J w a: .... "'z 0.. _J Ow ::;; _J -'a: < 0: !!!>-"' 0 "-"'

60/22

55118

58/21

129/47

48/18

78/23

47/15

40/14

I Phone 09 355 1300

Fax 09 355 1333

LoggeC By: NS and LL

Checked By: MH Date Started: 21~2-00

Date Finished: 21·2-00

a: w >-w :2- SAMPLING 0~ AND

"'"' t:is TESTING zo W...; O..lll

See remark iv

Firm layer

See remark v

GROUND WATER

DATA AND COMMENTS



AAAA27 470000071002 Takanini Structure Plan

Relative Level:

Coordinates:

Penni\ No:

z 0

ffi~ g ,_u w=> J: ::;;"' >-otn a.

w NZ !!!O 0 a.u

mRl

mN

mE

0 z w C) w ....

Client:



Organic content comprises: B0-90%: Amorphous matrix material 10-20%: Solid to spongy twigs and wood

1.6-1.Bm: Peat is firm

1.8-2.2m: Soft, push auger down without driUing

Sheet 1 of 1

...;Z <O u~ -~ (!)ll. oo: -'U Ocn uJw CJO

~~--!~~----~~sn~r-----f"smrnm.orn;rf-----------t-----r-----~~~-e~~;,C:o;~~8E~3EP"THI----------------------------f---l N

REMARKS: i) Shear Vane DR2918 H) Borehole located away from roads: Approx 150m SW of Porchester and Popes Rds lnlersection iii) Topography lowlying . iv) Shear strength reading @1.6m valid: Firm amorphous peat v) Shear strength readings @2.1 and 2.2m valid: Strength in peat reduces markedly below groundwater table

',./ I

w 00 d war d Cl d - y e ., WoocrwarO...ayde (Nl} Ltd.

385 Queen Street Audda~

Drilling Gomractor:

Drill Type:

SOmm Handauger

" I "-lJ.J 0.. o:::;, >- "'::cl ,__ z u.J,_,

:::> ::C0' a:: "'z _, -' ow 2 -'a::

!!!>-0 U..Ul

65/22

52/21

58/18

50/15

33/12

38/10

34/8

'

I Phone 09 355 ~ 300 Fax 09 3.55 1333

Logged By: NA and LL

Checked By: MH Date Staned: 14-2-GO

Date Finished: 14-2-lJO

a:: lJ.J ,__ lJ.J GROUND :2- SAMPLING WATER oz a::-,_Ul ws zo LiJ...J O.C!l

AND TESTING

DATA AND

[email protected] 14'2100

REMARKS: i) Shear Vane DR2918 ii} Topography Jowlying

I DRILL HOLE LOG WCHA214

Project No.; Projed Reference:

AAAA2747000007/002 Takanini Structure Plan

Relative Level:

Coordinates:

Pennit No:

z 0

ffi~ I ,_0 IJ.J:::> ::c ::."' ,__ otii 0.. Nz lJ.J

0 !!!o 0.(.)

mRL

mN

mE

0 z LiJ 0 lJ.J _,

Client:



Organic content comprises: 90%; Amorphous 10%:Wood

1. 1-2.2m: Soft, push auger down without drilling: Organics comprise 10-15% stringy and spongy wood, rest amorphous matrix material

iii) Marked reduction in strength of organics below groundwater table

Sheet 1 of 1

_,z <CO ~~

""' oa:: -'U OUl ww 00

'

I

.... UJ I Cl. Cl. 0::-"' >- <-

z w::I: >-- :::> z>-w "'(!) -' "' Cl. -' oz :;; -' .... ~ < E !!!>--tl) c "-"'

76/32

55/20

58119

50/20

36!12

25110

31/9

3418

Logged By:

Checked By:

Date Started:

Date Finished:

0:: UJ

Pnone 09 355 Fax 09 355

NS and LL

MH

14-2-00

14-2-00

Iii GROUND :ii- SAMPLING WATER oz c::-r-"' w3:: zo Ul..J

"-"'

AND TESTING

DATA AND

[email protected] 1412/00

DRILL HOLE LOG WCHA215 Project Reference:

AAAA27 47000007/002 Takanini Structure Plan

mRL Client:

mN


z 0 c::-

I wt; >--:::> DESCRIPTION OF STRATA Wo:: J: D :Er- >-- z Otn Cl. UJ NZ UJ (!) !!!O 0

u.J Cl.U -'

0.6-1.1m: Becomes slightly {5-7%) organic. dark brown, slightly moist

REMARKS: i) Shear Vane DR291B ii) Borehole located at corner of Tahanini School and Spartan Roads iii) Topography lowlying i") As-Buill piezometer construction: o.o-.0.3m Bentonite seal. 0.3·2.7rn Walton Part: gravels: Response :z.one 1.7-2.7m with double fdter sock: Piezometer capped. ·

1 ol1

_.z <0 o-_ .... C)Cl. ooc -'0 Otn WUJ C)D

I ~ i5 z 0 z

Woodward-Clyde ... DRILL HOLE LOG WCHA220 '

WoodWaro-C!yde (NZ) Ltd. I Phone 09 355 1 300 Project No.: Project Reference: :>85 Queer. Street Auckland Fax 09 3551333

AAAA2747000007/002 Takanini StruCture Plan Drilling Contractor:

Drill Type:

50mm Handauger

UJ a. >I-

':! a. :;; < (f)

I z ::J a: ..../ ..../

E2 0

62117

68/17

71/15

55/23

50/13

36/8

29/11

68/9


Che::lted By: MH

Date Started: 21-2-00

Date .=inished: 21-2-{10

"' w I J-w :.o:s

I GROUND SAMPciNG I WATER

r::"' ws zo W...J

"-"

OT-IERI DATAAND TESTING I COMMENTS

See re::-:ark iv

!


REMARKS: i) Shear Vane DR2918

Relative Level:

Coordinates:

Permit No:

z 0

ffi~ ,_o w=> :."' otn NZ !!!O 0.0

I :r J-0. w 0

mRL

mN

mE

0 z w

" w ...J

ii) Borehole located away fr:ll"n roads in proposed 3,500 people density area iii) Topography Jowtying iv) Shear strength readmQ a~ 2..0m affected hy spongy wood material

Client:



Organic content comprises: 90-95%: Amorphous matrix material 5-10%: Twigs and other wood debris, poorly decomposed

1.5-2.2m: Soft, push auger down without drilling

2.0-2.1: Spongy wood

Sheet 1 of 1

"' ~ g: = ~ ~ <( ()

z <(

"' 0: 0 z 0 z

I 1 • 1

c: w

" I ~

w 00 d war - y d Cl d e ., DRILL HOLE LOG WCHA221 '

W:x~Cr,Wd..Ciyde {NZ) ltd I Phone 09 3551300 Project No.: Project Reference:

::;.:.~ Queen Stree: Auckland Fax 09 3551333

AAAA27 47000007/002 Takanini Structure Plan Drilling Contractor:

Jlill iype: Logged By: NS and LL. I RelaH•e Le,.l: mRL Client:

50mm Handauger Checked By: MH l Coordinates: mN

Date Started: 11~2-00 mE Papakura District Council

Date Finished: 11-2-00 ! Permi: No:

n> 0:: z 0.. w 0 w "

,_ 0.. .::- a:,:. w GROUND o::- g >- <l:o: :2- SAMPLING w>-;- z w,_ oz WATER ,_u

DESCRIPTION OF STRATA ::> "''-" w=> :I: w o::- DATA AND ::;;"' 0 ...J "' ,_

"'z ,_Ul TESTING otn z a. __, ow ws COMMENTS 0.. w __, w 2 --'0:: NZ < U)

E zo !0!>- W...J

0 U.Ul o..cc

72/16

67/16

57/19

39/12

72/15

6815

42112

56/14

57/12

i) Shear Vane DR2918

See remark ii


ii) Shear strength @1.8m high due to spongy wood

0 (!J ll!i 0 w . o..u __,

Organic content comprises: 70-80%: Amorphous matrix material 20-30%: Wood, poorly to highly decoposed, some spongy

1.0m-2.9m: Soft, push auger down without drilling

1.5-1.6m; light grey pumiceous silt layer

1.7-1.Bm: Spongy poorly decomposed wood

Sheet 1 of 1

...JZ <0 S:?~ o!?, oa:: -'U Otn ww 00

1 1

w 00 d war - y d Cl d e .,. .

Woodward·Clyde (NZ.) LIC.

'355 Queen Street ..:.ucidand

Drilling Contractor.

Drill Type:

SOmm Handauger

" UJ f c.. 0.. C::.>O <->- z w.,J: >-- :::> IS w a:: -' cnz "- -' Ow :;; -' Ld£: < 0: (I) 0 c:u,

! 68'19

! ; 70/23

51/36

190/18

30117

35/19

'

I Phone 09 355 1300

Fax 09 :S55 1333


Checlled By: MH Date Started: 21·2-00

Date Finished: 21·2·00

a:: w >--w GROUND

SAMPLING :;;_ WATER oz a::->--"' UJS zo Ll.!....J a. co

AND TESTING

DATA AND COMMENTS


i) Shear Vane DR291S ~~! Borehole locate in proposed 3,300 people density area 111) Topography JOWiying

Sheet1 of 1

DRILL HOLE LOr. WCHA222 <.;l

Project No.: Project Reference:

AAAA27 4 7000007/002 Takanini Structure Plan

Relative Level:

Coordinates:

Permit No:

z 0 a::-

§: wti >--:::> We:: :I:

>--:;;>--0(1) "-Nz UJ !!!O 0 c..o

1

mRL

mN

mE

0 z w Cl w -'

Client:



organiC(20-25%) cLAv:PoOriy coriSotidated. Siightly ilioGt: -moderately firm drilling [TAURANGA GROUP ALLUVIALS]

Organic content comprises: 85-90%: Amorphous mabix material 10..15%: Wood, spongy to highly decomposed

1.8·1.9m: Solid wood obstruction

_,z <0 S::!i= e>Q, 00:: -'0 0(1) ww ClO

: 110. Woodward-Clyde .,.

Woodward~Jyoe (NZ) Lid

385 Queen Stre-e: Auckland

Drilling Contra:=:or:

Jrifl Type:

SOmm Handauger

w 0.. >.... w -' 0..

~

z :::> c:: ::: a: 0

65132

74138

59/27

38/10

29/11

3418

Logged Sy:

CheckeC B~-

Date Stan~

Date Finisr.e:

0: w

' Phone 09 355 1300

.r:: ax 09 355 1333

MH

MH

10-2..00

10-2-00

[;j , , GROUND :;; -: S.'-MPLING WATER ~ t; ;ANiJ OTHER I DATA AND [;j ~ : !:STING COMMENTS zo W..J

"-"'



AAAA27470000071002 Takanini Structure Plan

RelatiW! Level:

Coordinates;

Permit No:

mRL

mN

mE

0 z w

" ~

Client:



0.5-0.9m: Becomes slightly {5-7%) organic, black. grey: Organics as amorphous matrix material

0.9-1.2m: Dark brown, organics <5% as peaty wood

ii} Borehole located along Takanini School Rd approx 100m South of Spartan Rd

Sheet 1 of 1

c. ::> 0

"' "' " "' z ;?_ ::>

>' u z " "' "' 0

• i

l

LA Woodward-Clyde 'lll'llllV DRILL HOLE LOG WCHA224 Wao~lyde (NZ) Ltd.

:iSS Ouee-- Street Auckland

:lril!ing Contraclor;

Jrii!Tyoe.

50mm Handauger

" £ a. u.J a. a:=. >- <-r- z LU~

;c>-:::l L!J

"' "'" c:: oz ..J :;; ..J _,w

0:: LUO: < _ .... "' 0 "-"'

36/16

58/18

42/19

55/28

49/16

61126

-42/17

'

I Phone 09 355 1300

Fax 00 355 '!333


CheckeO By: MH

Date Started: 21·2-00

Date Finished: 21-2-00

"' UJ r-UJ GROUND :ii- SAMPLING WATER oz a:-,_cn w:l: zo W..J O.CD

OTHER TESTING

Firm Peat

DATA AND

GWl~1.7m

21/2/00

32112 VALID See remark iv

29113 VALID See remark iv


Project No.: Project Reference:

AAAA27 47000007/002 Takanirii Structure Plan

Relative Level: mRL Client

Coordinates: mN


! Permit No:

z 0

f&~ £ ,_o DESCRIPTION OF STRATA w"' :r: :;;"' r-

ot:i a. NZ UJ

0 ~0 Q.(.)

ii) Borehole located away from from roads in proposed 3,500 people density area iii) Topography lowlying: No signs of filling evident · iv) Shear strength readings@ 2.0 and 2.1m valid: Strength of peat reduces markedl'y below groundwater table

Sheet 1 of 1

..JZ <0 u-_r-(99, oa: -'U 0U) UJW C90

Client: Takanini Structure Plan Area 6 Limited

Project Location : Area 6A & 68 Plan Change T akanini Structure Plan

Job Number: 12635

Borehole Location:

TOPSOIL

mN

Description:

/mE Ground R.L.

Refer to site plan

SOIL DESCRIPTION

NATURAL: Firm, non-plastic, light brown clayey SILT

Soft, moderately plastic, dark brown silty CLAY, with slightly organic stained

Soft, very plastic, black organic silty CLAY, with occasional rootlets

~ becoming wet

E.O.B. at 5.0 metres.

Auger Borehole No.

Drilled By:

TM

ggt-~Jf XX>- 0.5 =-=-=-=-:::.f-x-~e-x

:.c-x-x x-x-x x-x-x

l-5.5

Sheet 1 of 31

Processed By: Date:

29

26

RVP 3.3.06

3.6

5.2

4.8

4.3

9.0

6.7

11

9.5

6.0

6.0

4.8

8.5

Sample and Laboratory Test

Details

~rOUNDATION Comments: Borehole Diameter: Topsoil ~ Sand Sandstone • • • • Plutonic +-~ +

SOmm ~R~II~~~~/~~'/j~~G=r=~=el~~r.:.r..:~:~::~S=il=ts=lon=e~~~:;~.~~~N=o=co=re~~~~

~NG!N~£RING

Groundwater encountered at 1.9 metres

Ch~ Clay

Silt

- _---: Organic :.&o:'':.ll'::£(':.1. Limestone

xx x Pumice Volcanic v v v

Client : Takanini Structure Plan Area 6 Umited

Project location : Area 6A & 68 Plan Change Takanini Structure Plan

Job Number: 12635

Borehole Location:

TOPSOIL

mN

Description:

J mE

Refer to site plan

SOIL DESCRIPTION

NATURAL : Firm, nonMplastic, light brown SILT, friable

Ground R.L.

Stiff, slightly plastic, orange streaked dark brown/ black clayey SILT

M becoming black, moist

Stiff, black moderately plastic, to very plastic, organic clayey SILT, with occasional rootlet - becoming wet

- with occasional twigs

E.O.B. at 2.6 metres. Too stiff to auger further- suspected branch.

Comments: Borehole Diameter: Topsoil ~"'-"" Groundwater encountered at SOmm Fill ///) 2.6 metres '

c~r· ---~FOUNDATION Clay ------

£NGINEEil.!NG ;;;;, Sill

Auger Borehole No. 2

Drilled By: TM

"C I c ~ -g_ "' " ..J ~

0

~~~· XXX XXX XXX roO.S XXX ..

"i~

-3.0

-3.5

1-l-4.0

1-1-4.5

-1-r-s.o

--r-s.5 I-I-

-

~~ :O....J c~

E~ "':;;

Sheet 2 of 31

Processed By: Date:

RVP 3.3.06

]i'o ,;;-Sample and 0.!:: :O§

""" Laboratory Test "'I" @~ Details

>"' ~

"'

45 4.5

30 6.0

22 5.5

15 1.9

20 1.3

28 2.3

Sand · ·. . Sandstone ! ! : Plutonic 1! ! + Gravel ::::::: Siltstone z z z No Core

Organic ~'lok"':.l.:"~ Umestone -

Pumice Voicanic v v v

-

Client: Project Location

Job Number:

Borehole Location:

mN

Description:


Area 6A & 69 Plan Change Takanini Structure Plan

12635

I mE Ground R.L.

Refer to site plan

SOIL DESCRIPTION

NATURAL: non-plastic, brown slightly tine sandy SILT

Firm, slightly plastic, orange/ brown mottled black slightly clayey SILT, with occasional organic inclusions - becoming soft

- becoming damp

- with major wood inclusions

Soft, moderately plastic, black clayey SILT, with occasional moderate wood inclusions

- becoming wet

- with moderate wood inclusions layer


Drilled By:

PMS

I .c 0. m

"

88~-1.0

ii8,~1-:~ ~

:~f-1.5

R~? 88tlxx 1-t~=~-2.0

_ '88u-,.. XX

~~ 2.5

'~f x~~c 88f

"'~ :§.S c~

"'ID Ui~

Sheet 3 of 31

Processed By: Date:

RVP 3.3.06

~0) ~ o.E =-~

Sample and m"' O:t::: Laboratory Test c"' C/l~ •" Details >a: m

C/l

41 8.2

15 7.5

15 15

16 16

17 2.1

35 2.1

18 3.0

)j:::t~ -v ~~~~~~----------------------------------------~x~x~,<9-3.o ~ 22

E.O.B. at 3.0 metres. 3.7

Comments: Borehole Diameter: Topsoil

Groundwater encountered at 50mm Fill 3.0 metres Ch#/ Clay ~FOUNDATION

ENGINEERING

b Silt

[\_"'""' V/,/: ---------XXX

1-

-3.5

1-~4.0

~4.5

-

-5.0

-5.5

Sand Sandstone • • • • Plutonic + + + Gravel ::·. :~: Siltstone ~~ ~ ~ z No Core

Organic ~-:.1(':.!.:"":.1. Umestone

Pumice Volcanic v v v


Project Location : Area 6A & 68 Plan Change Takanini Structure Plan

Job Number: 12635

Borehole Location:

mN

Description:

/ mE Ground R.L.

Refer to site plan

SOIL DESCRIPTION

TOPSOIL NATURAL: Firm, non~plastic, brown slightly fine sandy SILT

Firm, slightly plastic, orange/ brown mottled black organic slightly clayey SILT, with occasional mmor organic inclusions

~ becoming black damp and minor wood inclusions

• with occasional minor to moderate wood inclusions

- with large wood inclusions

"C c " 0>

j


Drilled By:

PMS

g .c 15. " 0

f-. fl-5.5 f-. 1--

OJ~ :5.5 c~

~w

Ci5~

Sheet 4 of 31

Processed By: Date:

RVP 3.3.06

~01 ~ o£ -> Sample and m"

·o;;;; Laboratory Test c ~ <JJW Details ~ w c

w >"' <JJ

54 6.8

13 6.5

12 1.0

16 8.0

12 6.0

12 12

12 4.0

13 4.3

140+

13 6.5

15 7.5

18 4.5

15 7.5

Comments: Borehole Diameter. Topsoil t-...."-~ Sand Sandstone • • • • Plutonic ~ ~ + somm ~Fil~l~~~~~r~~~G~ra-ve~l~~-~.~r.:T~:~~tS~ilt-st=on=e-+.!z~i~:~~.,~N~o~~-re_,~~~

~FOUNDATION v~NGINEEP.ING


CheCk;~/ Clay

/f!v-- Silt

-_---: Organic ~W)k"-:.1. Limestone

~ x x x Pumice Volcanic v v v ..,

Client: Project Location


Area SA & 68 Plan Change

Job Number:

Borehole Location:

TOPSOIL

mN

Description:

Takanini Structure Plan

12635

T mE / Ground A.L.

Refer to site plan

SOIL DESCRIPTION

NATURAL: Firm, non~plastic, brown SILT, friable

Soft, moderately plastic, very dark brown clayey SILT, with occasional rootlet

Soft, very plastic, black organic slightly clayey SILT, moist

- becoming wet

- with occasional twigs

Comments: Borehole Diameter: Topsoil Groundwater encountered at 50mm Fill 1.0 metres /I _.,

Ch~ ~FOUNDATION Clay ENGINiiERING

Silt


Drilled By:

TM

"0 0 • "'

I 5

XXX XXX

1-

~ • 0

l-3.5

I-

Il-4.0

l-4.5

l-5.0 I-

I

f-5.5 1-

1-

01~ :g~ 0 ~ ,g.$ Ul~

Sheet 5 of 31

Processed By: Date:

RVP 3.3.06

]io "'" o.~ =:~ Sample and

•" 0.-::: Laboratory Test fij~

(}")~

Details 0

>a: • (}")

30 6.0

30 3.8

2.9

20 2.5

21 3.0

...

20 2.9

18 3.6

~"\.~ Sand : : Sandstone : : : Plutonic r11 + Y/~ Gravel ::::::: Siltstone z z z No Core --------- Organic ':.1(':.1(":.1(":.1.:' limestone

,;~~;. Pumice Volcanic v v v

Client: Takanini Structure Plan Area 6 Limited Auger Borehole No. 6

Project Location : Area 6A & 6B Plan Change Takanini Structure Plan

Job Number: 12635 Drilled By:

Borehole Location:

TOPSOIL

mN

Description:

I mE Ground R.L.

Refer to site plan

SOIL DESCRIPTION

NATURAL: firm, non~plastic, light brown clayey SILT, with minor rootlet inclusions

GM

g £ c. m 0

RRc-8~~ ~~}f-0.5

Soft, slightly plastic, dark brown mottled light brown clayey SILT, with organic inclusions -"'ir-"f-"1

Stiff, very plastic, dark brown clayey SILT, with root inclusions, moist

- wtth large roots inclusions

~ 1.0

88i~ X~~

!~-1.5 :m~~~;~-:~>

·~ 2.0 ~;i 88tl-' ~<:i~IX>5q .. 2.5 :~ :m ><>§

l-~~~~------------------------------------~~x~x~<>~-- 3.0 E.O.B. at 3.0 metres.

~

--3.5

1-4.0 ~

-1-f-4.5 1-

--5.0

-5.5

"'~ em 'O...J

"" .,m U5~

Sheet 6 of 31

Processed By: Date:

RVP 3.3.06

~Cl ~ Sample and o.s: :a§ ,;o Laboratory Test

""' (/)~

"'" Details >"' m

(f)

50 3.8

30 3.0

30 3.0

2.7

68 3.8

65 3.3

63 2.9

65 3.4

~FOUNDATION v~N G I NEE P.IN G

Comments: Borehole Diameter: Topsoil :--..""'-"'-" Sand : :· :· Sandstone • • • • Plutonic + + + rR.:.II -t/,:,..OI/j>-1/j?-O>r.G::-ra-v-:el--f.:-i-: :'"'~"": •;,: • • ..fS::il::!s!::on-e-+.1;!-i;.Y.. ;· .>r.N::o 7co-re-t-'--'-'--j Groundwater not encountered 50mm

Clay Check~//j

-....--/ /f Silt

---_ -: Organic *""*'":.It~ Limestone

x x x Pumice 11 1 Volcanic v v v


Project Location Area 6A & 68 Plan Change Sheet 7 of 31

Takanini Structure Plan Drilled By: Processed By: Date:

Job Number: 12635 ™ RVP 3.3.06

Borehole mN I mE Ground R.L 0>~

Location: "C g CID ~f@' £ Sample and

Description: Refer to site plan c ~...J 0-- :=> ID £

c~ "'"" o• Laboratory Test

"' "'"' ram (./) ·~ ID c.

U5~ Details

SOIL DESCRIPTION -' "' >a: ID

0 rn

TOPSOIL ~'\ 1-NATURAL: Firm, non-plastic, light brown SILT, friable XXX

XXX 1-XXX 68 5.7 XXX 0.5

Soft, dark brown/ black moderately plastic to very plastic, clayey SILT, organic §xx staining moist xxx

~xx 1- 25 3.4 [8xx ~~~ !-1.0 ---

- with occasional organic roots and twigs inclusions <:{. 25 5.0 ~~-

gg~ r ' ~~

1.5 48 3.4

~gg 1-

E(w~ 2.0 45 2.6

~~~ -

E.O.s.-at 2.2 metres. Too stiff to auger further- suspected branch. ...... . ..

1-1-l-2.5

r l-3.0 1-

1-1-3.5 1-1-

1-1-4.0

1-

1-4.5

1-f-

-5.0 r-1-1-1-l-5.5 f-

1-

Comments: Borehole Diameter: Topsoil ~ Sand .. Sandstone '::: Plutonic ++!" .. Groundwater not encountered 50mri1 Fill V/// Grave! ....... Sittstone zzz No Core .......

Ch?Jf

- - Organic "'itr ,...,.;..,. ~rOUNDATION Clay --- Limestone ---ENGINEEII.JNG xx;';> Pumice Si~ Volcanic vvv

Client: Project Location :

Job Number:

Borehole Location:

TOPSOIL

mN

Description:


Area 6A & 68 Plan Change Takanini Structure Plan

12635

1 Ground R.L.

Refer to site plan

SOIL DESCRIPTION


Soft, moderately plastic to very plastic, dark brown slightly organic stained silty CLAY, with minor root inclusions

Soft, very plastic, black silty CLAY, organic stained, moist

- becoming wet


Drilled By:

TM

I ~

c. "' 0

~=t:t: ~ ,.,~~

f}:.$--~-

~~:t: g!->r- '""1.5 w.!-!- fc;.~-~- ~

~=~.$--

C)~ cw :a_J c~

)!!2 UJ~

Sheet 8 of 31

Processed By: Date:

RVP 3.3.06

:§o £ Sample and 0.!: :0~ w" Laboratory Test

c~ UJ~ Details ~w >a: "' UJ

28 4.0

24 4.0

22 5.5

24 4.8

~~-.$-- ~

·---------------------~--------~--------~--~--------------~~*~~-*~=~*~=+-• 2.0 E.O.B. at 2.0 metres. Too stiff to auger further - suspected branch.

140++

Comments: Borehole Diameter: :0:0 Topsoil Groundwater encountered at 50mm Fill //// 1.4 metres ~

Ch~_lf ---~rOUNDATION Clay ------

ENGINEERING -Silt XXX~

.ff-... 2.5

f

l-3.0 f-

fl-3.5 f-

... 4.0

f-fl-4.5

f-... 5.0

... 5.5

... Sand .. .. Gravel ....... ....... Organic ":.k'~~':.lr:

Pumice

Sandstone • •• 0

Plutonic ++1' Sittstone %%% No Core

limestone

Volcanic vvv


Project Location . Area 6A & 6B Plan Change Takanini Structure Plan

Job Number: 12635

Borehole Location:

mN

Description:

I mE

Refer to site plan

\ Ground R.L.

SOIL DESCRIPTION

TOPSOIL

Firm, non-plastic, light brown clayey SILT

Soft, moderately plastic to very plastic, dark brown silty CLAY, organic stained

Soft, very plastic, black organic silty CLAY, wlth occasional rootlets - becoming wet


Drilled By:

TM

E .c 15.

"' 0

'gg~ ~~~f-0.5

-ll:-:1':-:< x-x-x

_;-_X-§J~-:::_-:-c:

x-x-x 1-1 O -X-X-X .

1-

l-4.0 f--~

f-4.5 f-

-5.0

:... 5.5

0>~ ~.5 c~

ro2 -"' en$

Sheet 9 of 31

Processed By: Date:

RVP 3.3.06

$~ £ 0-- =o~

Sample and

~~ Laboratory Test

(/)0 c Details

"'"' $ >a: (/)

40 2.9

22 5.5

5.3

4.7

5.0

7.3

4.7

Comments: Borehole Diameter: T opsoll ['..._"-~ Sand • • Sandstone • + • • Plutonic ~ + + 50mm ~R~II~~~~~~~~f-G-r-av-el-h~~~~·.:~~~::rl-Sil~ts-ro-ne~lz~~;:~;~N-o-~-ffi--~~~

~FOUNDATION VE N G l N E E l I N G


Clay

Silt

Organic ~":ik'W":il. Umestone

x x x Pumice ::: Volcanic v v v "

:_


Project Location : Area 6A & 6B Plan Change Sheet 10 of 31


Job Number: 12635 TM RVP 3.3.06

Borehole mN I mE I Ground R.L. Ol~

Location:

, :§: c~ ~01 E' Sample and

Description: Refer to site plan c i:j...J o.!: :a~ ~

~ c~

~"' Laboratory Test

"' .. ~ en·~

.5 us~ @~ Details

SOIL DESCRIPTION w >a: " 0 <f)

TOPSOIL -~

NATURAL : Firm, non~plastic, light brown clayey SILT §§g g~~

25 6.3

~?~ -0.5

--Soft, moderately plastic to very plastic, dark brown silty CLAY, slightly organic -x-x-E-:;;-_;::-_ 28 4.7

stained

~--·-;;-_;;_ f-1.0 :..-.:..-•

-x-x- 30 7.5

Soft, moderately plastic to very plastic, dark brown/ black organic silty CLAY, with ~-..,.;'W" ~~x-x-

some roots, twigs and branches ~~

x x-x-~~~~ ~x-x-~~ i-1.5 w::.c-x- 140++ ~~

x-~e-x-

~=~~-E.O.B. at 1.7 metres. Possible Branch

-2.0

t-

i-2.5

f-3.0

~

-35

f-4.0 r---

l-4.5 ~

-5.0

-5.5

-

Comments: Borehole Diameter: TopsoD [\_""'"' Sand .. Sandstone ::: Plutonic 111+

~f?~t!.~":-1:',~~ Groundwater not encountered 50mm Fill V/// Gravel ....... Sittstone zzz No Core .......

101 --- Organic ')!( .,..,.;..;; Clay --- Umestone ---

Silt XXX; Pumice Volcanic vvv



Job Number: 12635

Borehole Location:

TOPSOIL

mN

Description:

I mE Ground R.L.

Refer to site plan

SOIL DESCRIPTION

NATURAL: Firm, non plastic, light brown SILT, friable

Soft, moderately plastic, dark brown silty CLAY, with occasional rootlets

Soft, moderately plastic to very plastic, dark brown/ black organic clayey SILT, moist

• becoming black

- becoming wet - with occasional branches and twigs



Sheet 11 o1 31

Drilled By: Processed By: Date:

TM

25

x-x-x

18

25

50

..5!.._ 25

21

25

r-3.5

f-4.0

-4.5 r

-5.0

r-s.5

-

RVP 3.3.06

1.4

3.6

2.5

5.0

2.5

2.6

2.8


Details

Comments: Borehole Diameter: Topsoil ~""'-"" Sand Sandstone • • • • Plutonic + + + 50mm " /J 1--"Riccl '-'-'--t/':..-'/-;:7-~'7-'0+:G:-ra-ve--;1---t.-~ .i..: ~"':T~:"~+S::::ilt-sl--;on-e-+._;-.;,;-r ;, ,~N--;o::Co-re-j"---'-'--1 Groundwater encountered at

1.7 metres

Ch~ Clay

Sill

Organic :.1.:'':.1.:'~':.1. Limestone

XXX Pumice Volcanic v v v '

____ j


Area 6A & 68 Plan Change


Project Location Drilled By: Takanini Structure Plan

Job Number:

Borehole Location:

TOPSOIL

mN

Description:

12635

j mE j Ground R.L

Refer to site plan

SOIL DESCRIPTION

NATURAL: Stiff, non-plastic, dark brown SILT, friable

TM

I "C c ID

~ "' .3 "' 0

X~~ XX>

. '~~t l-~~~.__..,..,-..,.-,-.,.-,-..,.--===,....,.,===----------t~'¥iro.s Soft, moderately plastic, dark brown clayey SILT, with rootlets ~ ~@

Soft, moderately plastic to very plastic, dark brown organic clayey SILT, with some -'lr-1"-~

rootlet inclusions -:t-t:* ~ becoming wet -:-:-~-1

-'lr-'f-:~~1.0 ~"(~ --l--f:1 _4_{-_{

0>~ CID '5....1 c~

rniD

U5~

-~~~ ~-.,f.-,=-= n

Sheet

Processed By:

RVP

""' £ O.E :O:§ •"" c" <J)~

rn ID c >"' ID

<J)

75 5.0

18 3.6

20 4.0

• becoming saturated =i=t=$~ 1 "5 ~ 15 --l--4-:--::< --!--f:~

3.8


-$-{--.; -=!='".;.-.; :t:ffx:~i=~2.0 ~~

-:<-:<-"'~ -~~~,_

-.,f.~~~---..i--4.--~r -:-:-~-.;' -'r-"t:~~ ~ 2.5 "'~' -~-~.if -~-~-~--l':-x-:.c

1-3.0 f.-

c.

l-3.5

f-

1-4.0 f-f-f-

l-4.5 f-

f-5.0

f-

1-5.5

12 2.4

20 2.0

25 2.1

12 of 31

Date:

3.3.06


Details

~FOUNOATION v~N G l NEE li.J NG

Comments: Borehole Diameter: Topsoil [\._"-.."' Sand Sandstone • • • • Plutonic I~+:; 50mm ~Fii~I~+,~~~~~~~G~~C..~C..I~~-~.:~~~~~~S~ilt~st~on~e~~;~·;;:~;:'~N~o~Co-~~~_c..~ Groundwater encountered at

1.5 metres Clay Che~~;/.

/X Sitt

-:-:-_ Organic :.l.:"':.l.:'":.k'":.li Umestone.

x x x Pumice -y Volcanic v v v

Client : Takanini Structure Plan Area 6 Limited Auger Borehole No. 13

Sheet 13 of 31 Project Location : Area 6A & 68 Plan Change


Job Number: 12635

Borehole Location:

TOPSOIL

mN

Description:

I mE I Ground R.L.

Refer to site plan

SOIL DESCRIPTION

™

I "0 c • 'a "' ~ ..J • 0

f.~~) xx> xxi o5

~~S~o7.fl-.m~o3de~r=a~te~ly~p~la~st~ic~.~o~ra=n=g=e•t~te~c~ke=d'd~a=r"k"b~ro=w=n~s~i~I~~C~LA'Y~.m==o~is't------------~.~-~.~-~.f- · ~=-~~-~

Soft, non~plastic, light brown SJL T, friable

-becoming wet

Stiff, moderately plastic, to very plastic, brown silty CLAY, with occasional rootlets

• becoming wet

x-x-:.c x-x-X}-

f-§:-~-~ -x-x-~f-1.0

:.e-x-x -x-x-x 1-

ef. _,_;;:..~ f-1.5

:<-x-x:I-E-~-~-~

-Cl

RVP

0/~ ]!o c~

'6-l o.!: c~

f~ "'~ U5~ "'"' >a:

30

31

45

55

t-!..-- n ;c-;c-;cl- 2.0 ~ 48

E,--~-x-x

t-i<-•-;;- f-x-x-x

-[-~-~-~t-1:'?'-x-x -x-x-x }- 2_5 x-x-x X-X-X X-X-X :(-X-X

E-~-E::¥

l-~~~~~~~------------------------------------------------~·-~·~-~"f-3.0 E.O.B. at 3.0 metres.

-3.5

1-4.0 I-t-I-If-4.5 I-I-f-1-1-5.0

f-5.5

48

3.3.06

£' Sample and '§Ei Laboratory Test en~ Details

"' "'

3.8

4.4

4.1

6.9

5.3

4.0

Comments: Borehole Diameter. TopsoU ~""'""\' Sand Sandstone • • • • Plutonic + + + SOmm ~Fi~II~~~~/7~//~/~G~ra~ve~I~.~:.~:~.~ ••• ~S~r.lts~to~n~e~r'~ zi:,r '~N~o~C~o,-e-+~~

~FOUNDATION v~NGINEER!NG

Groundwater encountered at 3.0 metres Clay Chec~J-1

-/ ,/:.f' Sri!

V//, ••••••• I'Z""""

- - _-: Organic 1:.~.:"·:.1.:'~~ Limestone

· x ~r~ Pumice Voicaf)iC v v v "



Job Number: 12635

Borehole Location:

TOPSOIL

mN

Description:

TmE r Ground R.L.

Refer to site plan

SOIL DESCRIPTION

NATURAL : Firm, non-plastic, light brown SILT, friable

Soft, moderately plastic, dark brown/ black clayey SILT, moist with slight organic odour (organic ::oiaineU)

-becoming firm, with common rootlet and twigs

- with abundant twigs and rootlet

- becoming finn

Firm, very plastic, light grey silty CLAY

E.O.B. at 4.4 metres. Too stiff to auger further.


Drilled By: CE

I .c 15.

" Cl

l-4.5

f-

f-5.0

f-ff-5.5

Ol~ o§.5 o~

•" CiS~

Sheet 14 of 31

Processed By: Date:

RVP 3.3.06

IQ"o "" O.E =:~ Sample and

"" 0:!::! Laboratory Test c• C/)0 Details "'" 0 >a: " (/)

43 4.3

23 2.9

80 6.7

70 5.0

45 4.5

79 6.6

14 1.4

12 1.2

70 1.2

60 1.7

72 1.7

~fOUNDATION Comments: Borehole Diameter: Topsoil !\,."-.. ~ Sand Sandstone • • • • Plutonic + + +

50mm r_:.:Fil"-1 =-.),t/.:~'i,~'i,-'A-G-ra-ve-l--h-~·'"'.~r.~·T.~~:t-S-il!-st-on-e41!;.-~;~ !";f.-N-o-Co-re-+-'-'~

ENGINEERING


Ch?# Clay -:-_-: Organic ,......,.., .. Umeslone

SiH x x x Pumice Volcanic v v v



Job Number: 12635

Borehole Location:

TOPSOIL

mN

Description:

! mE ! Ground R.L.

Refer to site plan

SOIL DESCRIPTION

NATURAL: Firm, moderately plastic, dark brown silty CLAY

Drilled By:

™

I "'~ "0 "~

" :S....J ~

~ "~

"' .,~

~ -1ii ..J ~ (J)~

0

Soft, moderately plastic to very plastic, dark brown! black (organic stained) silty ClAY, with occasional rootlet inclusions

M becoming moist

- beComing wet with occasional twigs and branches

-i'-X-~~x-x-•1--!::&~1-~~~-2.5 _,_,_; b-~-;c:-~ ~-~§:-~~

L-=--=---=-=--,--------------jS~-~3.0 E.O.B. at 3.0 metres.

Comments: Borehole Diameter: Topsoil ~""'~ Groundwater encountered at 50mm Fill // _,;;: 1.2 metres. Che?Lt ---~FOUNDATION Clay ------

ENGINEERING XX;> Silt

1-J-4.0

f-4.5

II-

f-5.0 f-1-I-Il-5.5 f-

Sand

Gravel

.. ······· ·······

Organic w ..,..;.,.,. Pumice

Sheet 15 of 31

Processed By: Date:

DAB 3.3.06

""' £' Sample and i:5 _!;; :0~ fal Laboratory Test u>@ .,~ Details >a: ~

(J)

60 4.0

30 7.5

32 5.3

20 5.0

20 5.0

25 6.3

21 7.0

Sandstone ': ·. ~ Plutonic +++

Siltstone %%% No Core

Limestone

Volcanic vvv


Project Location : Area 6A & 6B Plan Change Sheet 16 of 31 Takanini Structure Plan

Drilled By: Processed By: Date: Job Number: 12635 TM DAB 10.3.06

Borehole mN TmE T Ground R.L. OJ~ Location:

, :§: :§.5 ""' £ Sample and Description: Refer to site plan c i5 .!: o§ " ~ c-

~" Laboratory Test "' ~" (/)"' " en~ ~~ Details

SOIL DESCRIPTION -' ~ >II " 0 (/)

TOPSOIL

~"'" NATURAL: Firm, non~plastic, light brown fine sandy clayey SILT, triable

~~~ ~~~

30 3.8

0.5 Firm, slightly plastic, dark brown silty CLAY - - -

;~~-~~~ ;.-~-~-~

~:.

-,.;-x- 40 4.0 ;.-x-x--x-x-x

1.0 Soft, moderately plastic, dark browrV black silty CLAY, with occasional organic

~~ 1-inclusions 1- 70 5.8

(branc es) Firm, very plastic, light brown/ cream silty CLAY (slightly organic stained} ~--

-x-x-;-x-x- ... ,.5

40 5.0 F--x-x-" ~~x-x-

b-x-x-- becoming wet -~-x:-~

;-E-!:;i - becoming stiff

~-x-x-

i-2.0 32 5.3 -x-x-x ;-x-~e-

I &-IC-IC--r:--x-~e-

~ ~-;("'-~-

110 2.3 -i"-X-&:·-~:1 l-2.5 b-~-~-~

-·-·~~ _;r_x_ ~:!:-E- 75 2.5 r:--11-IC--x-~e-

E.O.B. at 3.0 metres. 3.0

1-1-3.5

;

.. 4.0 1-

1-

f-4.5

1-1-5.0

l-5.5

1-

Comments: Borehole Diameter. Topsoil ~'0 Sand Sandstone ::! Plutonic 1:!:++ Groundwater encountered at 50mm Fill //// Gravel ······· Sittstone zzz No Core 1.8 metres.

........ _,_-~FOUNDATION Ch?# Clay --- Organic ~ ''"''"' limestone -----ENGJNEEII.JNG xxxx Pumice sat Volcanic vvv


Project Location : Area 6A & 66 Plan Change Sheet 17 of 31 Takanini Structure Plan Drilled By: Precessed By: Date:

TM DAB 3.3.06 Job Number: 12635

mN Ground R.L. OJ~ Borehole Location: Description: Refer to site plan I " c

:I§Ol £; "" Sample and 'a...J o.f: 0~ " .c c~

:g~ Laboratory Test 0> 15. "'" O)ro

SOIL DESCRIPTION

TOPSOIL


- becoming moderately plastic

Firm, moderately plastic, brown silty CLAY

Firm, very plastic, speckled orange light brown/ cream silty CLAY

- becoming wet - becoming stiff

j " "

:.c-:.c-x ~1.5 :.c-x-x x-x-x x-x-x

-x-x-~o:

r-x-;::-x ~~-~~l-2.0

x-x-x x-x-x x-x-x

~~~~~~--~----------------------------------------------~~·~-~·~-·~3.0 E.O.B. at 3.0 metres.

f-3.5

fl-4.0

l-4.5

f-

.... 5.0 f-

f-

f- 5.5

1-

en~ "'" c

>a: " "'

35 5.0

50 6.3

45 4.5

30 2.5

50 3.3

~roUNDATION Comments:

Groundwater encountered at 2.0 metres.

Borehole Diameter: T opsol! ~""" "\; Sand

50mm Fill 1/'/./ Gravel

Ch;?)( Clay Organic

Sandstone • • • • Plutonic

~~':. ~':.':.Siltstone ! : NoCore

~":.1.:"":.1(":.1 Umestone ENGINEEII.ING

Silt x x x Pumice Volcanic v v v ...

Details

+++

Client : Takanini Structure Plan Area 6 Limited


Job Number: 12635

Borehole Location:

mN

Description:

[mE Refer to site plan

Ground R.L.

SOIL DESCRIPTION

TOPSOIL


-becoming stiff, slightly plastic, brown

- becoming speckled orange

.

Comments: Borehole Diameter:

50mm

Che?A'

Groundwater not encountered

~FOUNDATION VEN GIN E E II. I NG .

"0

" ~ "' ~ ...J

Topsoil l'.-"-~ Fill V//----Clay ------Silt ·xxx


Sheet 18 of 31


™

I .c c. ~

0

j-3.5

~

l-4.0 I-I-1-

l-4.5 ~

j-5.0

l-5.5

"'~ :a~ c~

"'~ us~

DAB

~C) ~ o.!: 0~ ~-g (J)~

m" " >a: " (J)

70 3.9

130 9.3

140+

140++

140+

90 2.0

60 2.0

Sand • • Sandstone • • • 4

Gravel •.::~~~: Siltstone I~ ~ ! Organic :::.k'~~"'* Umestone

Pumice X Volcanic v v v

3.3.06


Details

Plutonic + + + No Core


Project Location : Area 6A & 6B Plan Change Sheet 19 of 31 Takanini Structure Plan Drilled By: Processed By: Date:

Job Number: 12635 CE DAB 3.3.06

Borehole mN I mE Ground R.L. OJ~ Location: "0 I "~ ]!o "' Sample and

Description: Refer to site plan " :O...J 0.5 :g~ ~

~ c:~ ~"0 Laboratory Test

"' .s~ Ul~ ~ ~m Details SOIL DESCRIPTION

...J ~ (1):;: >0:: ~ 0 (f)

TOPSOIL

~ NATURAL; Firm, non-plastic, light brown speckled dark brown SILT (slight organic XXX 74 6.2 odour), damp and friable with minor rootlet inclusions XXX

XXX 1-0.5 XXX

~~~· 1-38 3.8

Soft, moderately plastic, dark brown clayey SILT, moist (slight organic odour) 888 ~~~

-1.0

25 2.5 Very soft, very plastic, dark brown/ black organic CLAY, with minor amorphous organic "'"'"' inclusions "'"'"' ' "'"'"' "'"'"' -1.5 -becoming organic silty clay, with common twigs and roollets l""'"' 30 3.0

- becoming wet l""'"'' "'-"'"' . E.O.B. at 1.9 metres. Too stiff to auger further. Suspect wooden inclusions.

f-2.0 1-'"'··

1-2.5

1-

c

-3.0

f-

:..3.5

'

l-4.0

-

1-4.5

:--5.0 f-

:-'--5.5 --

f-


~ ""'"" Sand Sandstone ••• Plutonic ;!!+ . . .. •••

Groundwater encountered at 50mm Fill V/// Grave! ::::::: s iftstone zzz No Core 1.8 metres. ---~fOUNDATION Ch~ Clay --- Organic ':.k'

"'"'"' L imestone ---

EN<iiNEEII.ING ---Silt ~~;;; Pumice Volcanic vvv


Project Location : Area sA & 68 Plan Change Takanini Structure Plan

Job Number: 12635

Borehole Location:

TOPSOIL

mN

Description:

/mE Ground R.L.

Refer to site plan

SOIL DESCRIPTION

NATURAL: Firm, non~plastic, light brown SILT, friable

Firm, moderately plastic to very plastic, orange flecked dark brown sandy silty CLAY, moist (organic stained) with trace rootlets

- becoming soft, dark brown (heavily organic stained}

- becoming soft, organic clayey silt with more rootlet and amorphous material

Soft, moderately plastic, black organic clayey SILT, saturated with slightly more amorphous material - with decaying wood inclusions

--- -E.O.B. at 2.2 metres. Too difficult to auger further, suspected log.


Drl!led By:

I E. w

0

XXX XXX XXX XXX ~0.5 XXX

r~2.5

-3.0

r-~

-3.5

l-4.0 L..

--

~4.5

r-

--5.0

rr-

'-5.5

TM

C>~ ,g~ o~

roW

en~

Sheet 20 of 31

Processed By: Date:

DAB 3.3.06

'""' "' 0£ :::~ Sample and w"' 0~ Laboratory Test o"' w• "'"' 0 Details >a: w w

50 5.0

50 5.0

20 2.5

26 3.3

85 4.7

~FOUNDATION Comments: Borehole Diameter. Topsoil~"-...~ Sand ·: ·: Sandstone • •: Plutonic 1!+!

50mm ~Fil~I~~/'~~~~77/'~G~~-v~el~:~:.~·:~:.~·:*s~m~~~on-e-{~z~z~z~N~o~C-or-e~~~

ENGINEIOl!.lNG


Clay

Silt

Organic '::.k"':.lt":...:"~ limestone

~ ~ ~; Pumice Volcanic v v v


Project Location Area 6A & 68 Plan Change Sheet 21 of 31 Takanini Structure Plan "

Drilled By: Processed By: Date: Job Number: 12635 PMS DAB 10.3.06

Borehole mN I mE Ground R.L C)~ Location: " I CG> ~OJ ~ Sample and Description: Refer to site plan c :0-l D.E ~~ " .c c~

"" Laboratory Test 0> 1i ~" ~al CJ)W

" -o; c Details SOIL DESCRIPTION -' " Vi?;: >a: " 0 "'

TOPSOIL ·"" NATURAL: Stiff, non-plastic, brown slightly fine sandy SILT

~ f-r-Stiff, slightly plastic, dark red/ brown slightly clayey SILT

§~~ ~ 80 10

~~~ -0.5

- becoming soft, dark brown

~~~ 33 8.3

Firm, slightly plastic, dark brown/ black (organic stained) slightly clayey SILT

~?~ 1-1.0

-with occasional minor organic inclusions (fibrous) m 68 4.5

- r <i. 1-1.5

51 4.6 ---Firm, very plastic, orange/ brown mottled grey/ brown silty CLAY, with occasional minor " " " " to moderate woody inclusions

~i -

- becoming soft, damp ~=r··· ~~

-2.0 38 2.7

r - becciiliing orangS/brOWn rrlotth1d grey o:n~~ r-

i~:x 46 3.3

t-~--2.5

~·-·· -becoming soft, blue/ grey slightly fine sand

t~ 24 3.4 ;;.:~ -i"-~

42 3.0 2.3 E.O.B. at 3.0 metres.

~

1-3.5 ~

' r

-4.0

r-

-4.5

r-1-5.0 -

-r r-s.s ~


~""""" Sand Sandstone ••• Plutonic 1:;:++ •••

Groundwater not encountered 50mm Fill //// Grave! .. ::::: s instone z z z No Core ..

Ch~R ---

Organic "*" ~fOUNDATION Clay --- '"""'"'L imestone ---ENGIN~ERING - -

Silt ;;,;;;, Pumice Volcanic vvv


Project Location : Area 6A & 68 Plan Change Sheet 22 of 31 Takanini Structure Plan Drilled tly:

Job Number: 12635 ' tsy: uate:

PMS DAB 10.3.06

Borehole mN 1 mE Ground R.L. Cl~ Location: n Refer to site plan " :§: :Sj ""' "" Sample and

i i c Ci .!::: :0~ ~ £ c~

~" Laboratory Test C> .,~

c"' "'1' ~ c. (j)~ .. ~ Details

SOIL DESCRIPTION ...J ~ >a: ~

0 (/)

·" NATURAL: Soft, · , brown slightly fine ;:,a••u.f SILT '

' 25 2.5 tiott, slignny plastic, orown sligntly c>ayey tilL 1

.0.5

1--becoming black streaked brown (organic stained)

33 6.6

1.0 Soft, slightly plastic, dc:~~~;~OI~~,;'Iightly clayey tiiLT, moist with trequent 1-

44 {we >d) 8.8 - with ;d~~~f~\; ~~~:~ I pieces h «inn.

~ 1-

1.5 24 3.0

- becoming very frequent large fibrous organic and woody inclusions ~ ~ 28 3.1

· b~co~i_ng we~ m 140++ ~wood)

'i<-i 2.5 to.O.B. at 2.5 metres. Too stiff to ""' I log.

1-

i- 3.0

-3.5

1-

-4.0

1-1-1-r4.5 ~

-

~5.0 1-1-

"] ' -s.s

~~ Borehole I Topsoil

~"'""' Sand ... _ ••• Plutonic I++~

, ''ul encountered SOmm Fill //// Gravel 1:: zzz I No Core

FOUNDATION // Clay Organic 1• "' NGINEEkiNG I Silt Pumice 1

Volcanic rxxx> •vvv

Client: Takanini Structure Pian Area 6 Limited Auger Borehole No. 23


Job Number: t2635

Borehole Location:

mN I mE I Ground R.L.

Refer to site plan

SOIL DESCRIPTION

Nl\FORAL Stiff, s!iglilly plastic, orange/ brown slightly "'"Y"Y ' sandy SILT

~becoming soft, brown

- becoming organic stained, slightly woody

J brown slightly clayey fine sanaySILT

-with occasional moderate woodj inclusions

- becoming firm, moist

:,~1 i , orang~ brown Finm, m1nor voooy inclusions

f grey slightly fine sandy siltyCLAY, with

-1.0

~1.5

'n

.? •

"" hE~.OB.~~a~tt3~.0l~metre-s.-------------~~ 3-0

Comments:

Groundwater not encountered

"-,..,.FOUNDATION ~ :NGIN~EP.ING

~3.5

~4.0

1-4.5

I-I-

1-5.0

I-I~5.5

Borehole ""' Topsoil ~""-~ Sand 50mm Fill ~Gravel

·.

Sheet 23 of 31

:By: jDate:

DAB 3.3.06

87 6.2

13 2.6

84 2.0

82 2.3

66 2.5

68 2.3

54 2.7

69 2.3


Details

0 0 • Plulonic + + .j. I Si!!stone 1; ; ; , I No Core

Volcanic . v v v '



Job Number: 12635

Borehole Location:

TOPSOIL

mN

Description:

/_mE Ground R.L

Refer to site plan

SOIL DESCRIPTION

.

FILL: Stiff, non~plastic, brown slightly fine sandy SILT, with moderate occasional cobbles

NATURAL: Firm, moderately plastic, light grey and dark brown streaked light brown fine sandy clayey SILT

~ with occasional minor wood inclusions

- becoming firm

Firm, very plastic, brown and orange/ brown streaked light brown! grey fine sandy silty CLAY, moist with occasional minor wood inclusions - becoming soft

- becoming f_irm, light brown ~~d orange/ brown streaked blue! grey very fine sa~d

·becoming grey, damp

Firm, moderately plastic, grey very fine sandy clayey SILT, wet with occasional minor woody inclusions

Stiff, slightly plastic, blue/ grey fine sandy slightly clayey SILT (moderately weathered siltstone) M with frequent minor siltstone inclusions (angular)

Stiff, slightly plastic, dark green/ grey very fine sandy SILT (slightly weathered sandstones)



Sheet

Drilled By: Processed By:

'0 c • "' • _J

r-s.s

II-

I .c E. • 0

PMS DAB

OJ~ ]i'o ~ <=O 'a .....I Cl.~ =.~

"" "" 0;:::::: rn• <="' C/)0

U5~ c "'" • >a: r;)

108 1.4

75 2.3

85 2.1

44 2.0

37 1.9

56 1.9

46 2.2

102 3.1

109 3.8

102 3.6

140++

140++

140++

24 of 31

Date:

3.3.06


Details

Borehole Diameter: Topsoil [\._"-~ Sand Sandstone • • • • Plutonic + + + SOmm 1-=Fil~l--t~~~~~~~G~rn-~~~~~~~~~.r..:~~r.s=m=slo_n_e~l~~;~~;:~z~N-oC=o-rn-+~~

Comments:

~FOUNDATION v~N GIN EE Rl N G


Che~k~ 1/ //( Sill

Clay Organic ~':.It)!(":.& limestone

x X X Pumice X 1. Volcanic v v v '


Area 6A & 66 Plan Change


Project Location : Sheet 25 of 31

Job Number: Takanini Structure Plan Drilled By: Processed By: Date:

Borehole Location:

mN

Description:

12635

I mE [ Ground R.L.

Refer to site plan

SOIL DESCRIPTION

TOPSOIL

NATURAL: Stiff, non-plastic, brown slightly fine sandy SILT

Stiff, slightly plastic, light brown streaked orange/ brown slightly fine sandy slightly clayey SILT

- becoming orange! brown streaked light grey/ white

Stiff, moderately plastic, orange/ brown streaked light grey/ white slightly fine sandy slightly clayey SILT, with occasional minor woody inclusions - becoming tight orange/ brown streaked light grey

Stiff, very plastic, light orange/ brown streaked light grey silty CLAY, with occasional minor to moderate woody inclusions ·

. ... ... . . .. . . .. . . .. . ... .... . ...

Stiff, moperately plastic, light orange/ brown streaked grey fine sandy clayey S!LT - becommg brown

• becoming soft, damp

8xx ~xx J-2.5 r-XX

~~~

~~~ '--~~~~~~~-----'---------------¥2.='-'1-3.0


J-3.5

fl-4.0

l-4.5

ff-

l-5.0 f-f-f-fl-5.5

f-

PMS

138

119

120

82

84

90

30

30

DAB 3.3.06

9.2

6.6

2.9

2.2

1.9

2.1

1.4

1.5.


Details

~fOUNDATION Comments: Borehole Diameter: Topsoil ~ Sand : : -: ·: Sandstone : : : Plutonic

~~~~~~~~==~~~~~~ +++

Groundwater not encountered 50mm Fill //.// Gravel ::::::: Siltstone :z: :z: :z: No Core

Sitt xx X~ Pumice

-:---: Organic 1,:;;~ Limestone Ch~ Clay ENGINEEII.ING

Volcanic v v v



Job Number: 12635

Borehole Location:

mN

Description:

\ mE Ground A.L

Refer to site plan

SOIL DESCRIPTION

TOPSOIL NATURAL: Stiff, non-plastic, brown slightly fine sandy SILT

Stiff, slightly plastic, orange streaked light brown slightly clayey very fine sandy SILT

-becoming firm

-becoming damp

- becoming light grey orange/ brown

- becoming orange/ brown and limonite stained grey with occasional minor siltstone clasts

- b~~ort:Ji~_g o~~nge/ ~_rown streake<:!_ ~~~ l.imonit~ stain~~ brown


Drilled By:

·X· X·> :xP5f-::i&/1-

PMS

:;k:X;~ :xw~ o.s XJ<;~ xi$~

~~h-88f ~~~j-1.0

§~~~ xx" d~ ~~~j-1.5 s~tt~J~

~~~ x~~ ~~t2.0

g~}f-

Sheet 26 of 31

Processed By: Date:

DAB 10.3.06

140++

112

51

62

48

42

2.2

2.6

2.8

3.7

..

2.8


Details

~~~1-BBEI- 2

'5

~with occasional maj·or wood inclusions f~ ~ 140+ ~~~~~~~~----~~-E.O.B. at 2.85 metres. Too stiff to ·auger further. Suspected log.

- becoming brown

~FOUNDATION ENGINEEiliNG

Comments:


l-3.0

f-3.5 ~

1-f-4.0

l-4.5

II-

f-5.0

I-f-1-5.5 f-

Borehole Diameter. Topsoil ~'"(Y sand Sandstone • + • 4 Plutonic + + ~ 50mm I--Fi~II--~~~~~~~-G-rn-v~el-h~7 •• ~r.:~~~~-~~S-il-ffit-on-e-+!;r?;:~~~N-o-Co-re_,~~

Clay - ---: Organic ~":..t"...:"'::.l Limestone

Sitt x x x Pumice Volcanic v v v

- J



Job Number: 12635 Drilled By:

Borehole Location:

TOPSOIL

mN

Description:

j mE Ground R.L.

Refer to site plan

SOIL DESCRIPTION

NATURAL: Stiff, non·plastic, brown slightly fine sandy SILT

Stiff, slightly plastic, orange/ brown mottled brown slightly fine sandy slightly clayey SILT - becoming brown

-becoming orange/ brown speckled light grey

- becoming orange/ brown mottled brown

W~inn, !ll<?dera~ely plastic, dark brown (organic stained) clayey SILT, with minor I OrganiCinCIUSIOOS- ---~ .. -- .. -·-·- ------ ----- -- -- --------····· --

Stiff, slightly plastic, dark brown slightly clayey SILT, with frequent moderate organic and woody inclusions

Firm, moderately plastic, black! dark brown streaked brown clayey SILT, moist with occasional. moderate to major woody inclusions

:.§: "0 c $ <= "' 15. $ • ..J

0

2.5

1~ I-eeE o""""'n;;;;:;;;:;:----------------f-::t::!.43.0 . .B. at 3.0 metres.

I-I'-3.5

r-4.0 '-

-

-4.5 1-'-

--5.0

If-

-5.5

PMS

Ol~ ~.3 c~

s.s U)~

Sheet 27 of 31

Processed By: Date: DAB 10.3.06

:fQOl £' Sample and o.!:: 0~ ~-g Laboratory Test

U)~ Details

~"' " >"' " rn

90 1.6

140++

140+

140++

140++

140+

112 14 (woe d)

89 3.1

~FOUNDATION Comments: Borehole Diameter: Topsoil :-..._""-., ~ Sand Sandstone • • • • Plutonic + :.;:: +

1-'-Fi:::ll =-j;/.:,,..0'/,:T';>'/,:7!-:G::-ra-ve-:1-f.:-i-: :r,~,..: ·": :.fs"';l"'tsl""on.:..e--t,;-.;, ;-Y ;='1-:,N:-o-=c-or-e +-'-'-1 Groundwater not encountered 50mm

Silt

Organic )1()1(':.1.:"'::.1. Umestone ENGINfER!NG Ch7)( Clay

x x x Pumice Volcanic v v v

_j

Client : Takanini Structure Plan Area 6 Umited


Job Number: 12635

Borehole Location:

TOPSOIL

mN

Description:

J mE

Refer to site plan

SOIL DESCRIPTION

Ground R.L.

NATURAL : Firm, non-plastic, brown slightly fine sandy SILT

Firm, slightly plastic, brown slightly fine sandy slightly clayey SILT

- becoming stiff -becoming orange/ brown streaked light orange/ brown

- becoming orange/ brown streaked light grey

Stiff, slightly plastic, grey slightly clayey moderately sandy SILT

-becoming orange/ brown mottled grey, moist

- becoming orange! brown streaked brown

- becoming saturated

- becoming orange/ brown

Stiff, slightly plastic, blue/ grey slightly clayey very fine sandy SILT

E.O.B. at 4.0 metres. Too stiff to auger further.

Comments: Borehole Diameter:

Groundwater encountered at 50mm 3.1 metres.

c~ ~FOUNDATION ENGINEEKlNG

Topso~

Fill

Clay

Silt

~"'"" /"/// -----------,;;;;;,


Sheet 28 of 31


PMS DAB 10.3.06

I Cl~ ]go ~ "C c~ Sample and c :C..J 0.5 (5~ ~ .c c~ ~"C Laboratory Test 0> 1i .$2 c"' Uj '(ij

Details ~ ~ Cll~ "~

c ...J >a: ~

0 "'

69 6.3

110 4.4

122 3.8

118 3.9

90 4.7

120 5.7

140+

140++

140+

140++

f-5.0

-s.s

Sand Sandstone ! : ! Plutonic + + ! Gravel ::::::: Siltstone :z: :z: :z: No Core

Organic ,...,..,...,. Limestone




Job Number:

Borehole Location:

NATURAL: i

12635

SOIL DESCRIPTION

brown

• becoming white mottled brown ashy silt

• becoming orange/ brown

streaked light grey

- becoming damp

-becoming orange/ brown streaked brown/ grey

I G1·oundvvat1;r not encountered

FOUNDATION liNGINEEk!NG

"0 c m 0>

~


Sheet 29 of 31

DAB 6.3.06

I C»~ :!2o .~ em Sample and 'a...J 0.£0 '6~ a c~ m"" Laboratory Test rnm (J)•

us~ c"' c Details m "'m • 0 >"' (J)

150+

95 3.3

42 2.3

150++

3.0

5.5



Job Number: 12635

Borehole Location:

TOPSOIL

mN

Description:

jmE Ground R.L.

Refer to site plan

SOIL DESCRIPTION

NATURAL: Stiff, slightly plastic, orange/ brown mottled brown slightly fine sandy slightly clayey SILT

-becoming limonite stained and orange/ brown streaked grey

- becoming black and orange/ brown mottled

" c

" 0> ~

-'


Sheet 30 of 31


PMS DAB 6.3.06

:§: ol :rgCl "' c~ Sample and :O..J Cl.S :::?:

.c c~

~" 0;::: Laboratory Test

E. ~~ c ~ (f)W Details -;; ~~ c

~ (J)s >"' ~

0 "'

96 6.9

134 4.6

130 4.5 Stiff, slightly plastic, light grey and orange/ brown streaked cream clayey SILT 888 Soft, m~derately plastic, dark brown clayey SILT, moist with frequent black fibrous woody inclusions

Soft, slightly plastic, brown very fine sandy slightly clayey SILT, wet

' !Stiff, slightly plastic, orange/ brown streaked green/ grey slightly clayey very I __....Jfine sandy SILT

• becoming bluef grey

·becoming saturated (seepage)

E.O.B . .at 2.2 metres. Too stiff to auger further.

~rOUNDATION ENGINEEII./NG

Comments:


Borehole Diameter:

50mm Fill ////

Clay r ::------Sitt ;;;;<;

-3.0

-3.5

r-1-4.0

1-4.5

-

-5.0 f-

f-~

-5.5

30 2.3

150++

Sand · · • Sandstone : : :

Gravel ::::::: Sittstone z :z: z

Organic ~':.1.:'":.1(-:k Limestone


l

Plutonic + + ! No Core



Job Number:

Borehole Location:

mN

12635

T mE Ground R.L.

Refer to site plan

SOIL DESCRIPTION

NATURAL: Stiff. slightly plastic;orangefbrown slightly fine sandy slightly clayey SILT

- becoming orange/ brown streaked light orange/ brown

-becoming orange/ brown streaked light grey/ cream

Stiff~ slightly plastic, orange/ brown J light grey slightly clayey fine sandy SILT

Stiff, slightly plastic, grey very medium slightlyaay8y very medium sandy SILT ,

Drilled By:

~~-0.5

f-1.0

1-~1.5

PMS

150+

Sheet 31 of 31

I By: !Date:

DAB 6.3.06


Details

108 3.9

130 2.8

121 3.5

• becoming orange/ brown streaked grey. damp ~:~~:r.i.E t-2.0 150+ n::t:j:

~-beCOmiri9 White Sp9Ck!etr anct·orarigS/ btoWrfStreaked bl'oWn 150+

"-2.5

150++

.. 3.0

- becoming saturated 150++

~ "- 3.5 150+

' - becoming grey streaked orange/ brown

1- • 150++

~blue/ greysrrgfillyCiayey ve,Y fine to medium sandy SILT !' ou "I

' ' 150++

f-4.5

1-

l-5.0 1-1-f-

~5.5

50mm Fill / /~ Gravel ::::::' [Siltstone =w c1ay -_- - organic i

. -~ Silt · x x x Pumice Volcanic I v v v

: Topsoil "'-""-'\:: Sand · I Borehole; .A. Comments:

~ J Groundw<,ter encountered at 3.2 metres.

FOUNDATION ENGINEERING

, o o o Plutonic + + ~ ; '; No Core

--

--- -' I. ... ,

-4' '

·"

\ ' \ \

' ' '~&·r

_..l . '

--..-·

---

\ • \

I

' ' \ ;::..... I

\ \

'· \ \ . --~

\ -~ .... \ -..-• '

1

' I

' I

\

LEGEND AN!>•OR NOTES

~

• I

Hand Auger Borehole (FEL· drined of 3/3/06)

Exist ing Borehole (Woodward Clyde Feb. 2002)

Depth of Inorganic " Raft"

J2

.3

mJ Depth To Groundwater (metres)

1777./l ZONE 1: Raft of ~ inorganic soils up to

1 metre thick

~ ZONE 2: Raft of ~ inorganic soils between

1 & 2 metres thick

~ ZONE 3: Raft of ~ inorganic soils greater

than 2 metres thick

JOSNUMBER 12635

DRAWN

___, -:::k,. __ rvpl dab

~DATE 13.3.06

CLIENT

TAKANINI STRUCTURE PLAN AREA 6 LIMITED

DRAWING TlT\.E

SOIL ZONATIONS T AKANINI STRUCTURE

PLAN, AREA 6

.;LE , 2500

SHE<: r-.o 20 ·amanl<l Ave ()~l'.a 1 of 1 Dn.

FOUNDATION E:NCi.iN!tt i'G.

. '

' ----· ~~

·~

dJ ~~ ~

~~

lEGEND AND OP ...,0~ES

~ Hand Auger Borehole (FEL- dnlled of 3/3/06)

(§}) Depth of InorganiC • Raft"

~ (Depth To Groundwater metres)

NO REVISION BY DATE

JOB NUMBER 12635

DRAWN

__..., 4 _ rvp/ dab

~DATE 13.3.06

CHECKED --CUE NT


DRAWING TITlE

SITE PLAN AREA 6A & 68 PLAN CHANGE TAKANINI STRUCTURE PLAN

. ,, ""~ ~,.-:; rJ"""a~or. E~·'"~emg S' ' -216 Gt Str. Ac Newmarkel 1 2500

Pr - 6<! 9 52.3 5626

20 raman10 Ave Orewa

p,- 6' 9~~ 970~

SnE: '<e

1 :>I 1

FOUNDATION ( N CO I H ;; E ~ I ~~ G

I

\___)

' ...

\.'

\

\ \ \

~f \ \

LEGEND AND/OR NOTES

• Hand Auger Borehole (FEL- drilled of 3/3/06)

Existing Borehole (Woodward Clyde Feb. 2002)

Machine Borehole (Manukau City Council)

@ Depth of Inorganic • Raft"

[ 1.0m ] Depth of Organics (metres)

l 2.3m l Depth To Groundwater (metres)

~ ZONE 1: Raft of ~ inorganic soils up to

1 metre thick

~ ZONE 2: Raft of ~ inorganic soils between

1 & 2 metres thick

~ ZONE 3: Raft of ~ inorganic soils greater

than 2 metres th ick

JOB NUMBER

12635 DRAWN

rvp/dab/ss

DATE 15/08/08


DRAWING TITLE

SOIL ZONATIONS TAKANINI STRUCTU,RE

PLAN, AREA S

Colley Geotecllncs I

216 Gt Stn ~d Newrnart<et

Ph • 64 9 523 5626

20 Tamankl A.ve Orewa

• 64 9 J26 9707

SCALE

I· 2500

SHEET No

I of2

(A3

COffey e) geotech..lliCS

E co Q) .....

U5 co ..... :::1 ~

co a. co c..

"0 co 0

0:: 0 0

.J:::. (.)

en ·c: ·c: co ~

co I- G2

G1

··-········--Silt

------------

Topsoil

Silty Clay

. ····-········---------, -----· -----··· , .... --~

"0 co 0

0:: (/) Q) a. 0 c..

- --------------·-··- --·---------------······· Sandstone - - -- --

-· -· .... .l500

Disclaimer : This cross section has been prepared using information provided by Papakura District Council and URS (NZ) Lirr,ited.

description drawn approved date 0 50.0 100.0 200.0

l&-J I I

c Horizontal Scale (metres) 0 ·;;; 0 50.0 100.0 200.0 >

~ ~-·iiil I I Vert1ca1 Scale (metres)

JOOO 2500

drawn 300.0

I approved

300.0 date

I scale

ong1nal SIZe

2000 ....

rvp

JS

14.8.08

"0 co 0 0:: co 0 ... :::1 c co ~

. ...

1:10000 (H) 1:600 (V)

A3

MC4

...

"0 co 0

0:: ..... ~ (/) Q)

.J:::. ~ 0 c..

...

coffey•) geotechnics SPECIALISTS MANAGING THE EARTH

client:

protect:

t1tfe:

project no

Legend and/or Notes:

D II

Topsoil

Peat

Sand

Silty clay

Sil t

Sandstone

Clay

Pumice


Takanini Structure Plan, Area 6

Section A- A

GEOTNEWP 12635 figure no 02

Appendix 9 Groundwater Recharge Sketches

coffey• Co rputatiors ,~. j). 6 sS

\o~n,·V\·1 <':>kv.c(lAf~ Plc., h 4-f-tO\ b L\ rY'i-kc:A

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Documents

GEOTECHNICAL ASSESSMENT REPORT ON TAKANINI … · 2012-07-10 · Foundation Engineering Consultants Limited (now Coffey Geotechnics (NZ) Limited) were commissioned by Takanini Structure