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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
Takanini Structure Plan Area 6 Limited
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
6.2 Organic Deposits
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
Coffey Geotechnics GENZNEWP12635 11 November 2008
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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:
Coffey Geotechnics GENZNEWP12635 11 November 2008
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GEOTECHNICAL ASSESSMENT
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.
Coffey Geotechnics GENZNEWP12635 11 November 2008
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GEOTECHNICAL ASSESSMENT
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
Coffey Geotechnics GENZNEWP12635 11 November 2008
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GEOTECHNICAL ASSESSMENT
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.
Coffey Geotechnics GENZNEWP12635 11 November 2008
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GEOTECHNICAL ASSESSMENT
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.
5.3 Organic Deposits
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.
Coffey Geotechnics GENZNEWP12635 11 November 2008
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GEOTECHNICAL ASSESSMENT
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.
6.2 Organic Deposits
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
Coffey Geotechnics GENZNEWP12635 11 November 2008
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GEOTECHNICAL ASSESSMENT
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)
Coffey Geotechnics GENZNEWP12635 11 November 2008
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GEOTECHNICAL ASSESSMENT
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.
Coffey Geotechnics GENZNEWP12635 11 November 2008
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GEOTECHNICAL ASSESSMENT
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:
il A~ v{fLJd /\.,~
(} \ J L Beaumont
Senior Geotechnical Engineer
Reviewed By:
~ S GLander
Associate Geotechnical Engineer MIPENZ, CPEng.
Coffey Geotechnics GENZNEWP12635 11 November 2008
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Se e Detail 9-S 3 ·;:UILCl!NG CONSENT J\!0 ~ APPHU'J
P!\P?,i(UR;\ O!STFllCl COUW>.I .. ~;·~i:IJE...-.:T l u CD!v1PUANCE WITH THE NEW _ZEP..LMHJ ~_.UILDi;'1(:1
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:::Je e Detail 3 G-S
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 $Co. Ltd.' for foundat1on details of load bearmg footmgs/pads.
Do not scale from Drawmgs. Refer Architectural Draw1ngs for overall d1mens10ns.
Des1gn hve load: 4.0 kPa (unfactored)
Allowable construction load: 4.0 kPa I
Panels shall not be stacked on floor dunng construction.
1977-01 Rede$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
P.O. BOX 11-381 ELLERSLIE AUCKLAND
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>
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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 $Co. Ltd.'
for foundation details of load beanng footmgs/pads.
Do not scale from Drawmgs. Refer Architectural Drawmgs for overall dtmensJOns.
Des1gn hve load: 4.0 kPa (unfactored)
Allowable construct1on load: 4.0 kPa
I
Panels shall not be stacked on floor durmg construct1on.
19,,-07 R.:desk;vll3eoa115 27/08
19,-06 Revised detal$ 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?
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ee Detail -53
L.-·fl L -zo-,2. dTVf.q1;."---(
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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
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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
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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 --~ ------
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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
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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
P.O. BOX 11-381 ELLERSLIE AUCKLAND
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?
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300 S.E.O
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COIISTRUCT~> JDIIIJ IN SUfi
HALf HEIGHT TILT WALLS ON GRID LINES 8 & G
COMMUNITY FACILITY
P40
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2310G
For NZ Sikh. Society
(o)
PIll N G A N D
AT 70 Takanlnl School Road
Zl10& I
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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
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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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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
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""' PAPA~URA.NOTeA~~ ASSOGIA TION --
FOUNDATION PL.AN a
DeTAIL-S
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TYPICAL- PANel. NT~ l"OOTlNG.
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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 """"
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NEIL WILD&ASSOC!ATES LiD ARCHITECruRAL DRAUGHTINO AND BU!LDINCi MANACiEMENTCONSULTANTS NII<.C.,._I .. ,EnOM,AIIf.XI.AIIDl1'ELEllllli<I!!Oil~'INI.
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NEIL WILD & ASSOCIATES L1D ARCHtTECTIJRAL DRAUOH11NO AND BUlLDINO MANAGEMEI'."I'CONSULTANTS 1'0-Z.I ... I!I'Sm<. ... U~ l'llll.miOI<I!(QI).!U-"IMo.
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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.
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2 w"' zo 0 (9 lOu:
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fo,-o. ~
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'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 ~
- X X ~ n1a2 -1 X X X X @ 1.0m, becomes moist. :;,
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
"' ...J "'z a. __, ClUJ :;: ...J -"a:
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102/48
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
"-"'
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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Woodward-Clyde {NZ) Ltc
I Phone 09 355 1300
385 Queen Street Avddan;: Fax 09 355 1333
Drilling Contractor:
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
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=> -~ 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
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j 11!2/00
!- ! 1 ~2148
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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)
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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
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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
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~~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
' i !
1/D;. Woodward-Clyde ,., DRJLL HOLE LOG WCHA21 0
'NoOOward..Clyde {NZ) Ud.
385 Queen Street Auddal'ld
Drilling Contractor:
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
[email protected] 14/2/000
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:
Papakura District Council
DESCRIPTION OF STRATA
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
' 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:
Papakura District Council
DESCRIPTION OF STRATA
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
Drilling Contractor:
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
[email protected] 21/2/00
DRILL HOLE LOG WCHA213 Project No.: Project Reference:
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:
Papakura District Council
DESCRIPTION OF STRATA
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:
Papakura District Council
DESCRIPTION OF STRATA
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
mE Papakura District Council
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
Logged By: NS and LL
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
!
[email protected] 2112/00
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:
Papakura District Council
DESCRIPTION OF STRATA
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
[email protected] 1112/00
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
Logged By: NS and LL
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
[email protected] 21/2/00
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:
Papakura District Council
DESCRIPTION OF STRATA
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
"-"'
REMARKS: i) Shear Vane DR2918
DRILL HOLE LOG WCHA223 Project No.: Project Reference:
AAAA27470000071002 Takanini Structure Plan
RelatiW! Level:
Coordinates;
Permit No:
mRL
mN
mE
0 z w
" ~
Client:
Papakura District Council
DESCRIPTION OF STRATA
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
Logged By: NS and LL
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
REMARKS: i) Shear Vane DR2918
Project No.: Project Reference:
AAAA27 47000007/002 Takanirii Structure Plan
Relative Level: mRL Client
Coordinates: mN
mE Papakura District Council
! 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:
Takanini Structure Plan Area 6 Limited
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
Auger Borehole No. 3
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
Client: Takanini Structure Plan Area 6 Limited
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
Auger Borehole No. 4
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
Groundwater encountered at 2.3 metres
CheCk;~/ Clay
/f!v-- Silt
-_---: Organic ~W)k"-:.1. Limestone
~ x x x Pumice Volcanic v v v ..,
Client: Project Location
Takanini Structure Plan Area 6 Limited
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
Auger Borehole No. 5
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
Client: Takanini Structure Plan Area 6 Limited Auger Borehole No. 7
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:
Takanini Structure Plan Area 6 Limited
Area 6A & 68 Plan Change Takanini Structure Plan
12635
1 Ground R.L.
Refer to site plan
SOIL DESCRIPTION
NATURAL: Firm, non-plastic, light brown clayey SILT
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
Auger Borehole No. 8
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
~~-.$-- ~
·---------------------~--------~--------~--~--------------~~*~~-*~=~*~=+-• 2.0 E.O.B. at 2.0 metres. Too stiff to auger further - suspected branch.
140++
Comments: Borehole Diameter: :0:0 Topsoil Groundwater encountered at 50mm Fill //// 1.4 metres ~
Ch~_lf ---~rOUNDATION Clay ------
ENGINEERING -Silt XXX~
.ff-... 2.5
f
l-3.0 f-
fl-3.5 f-
... 4.0
f-fl-4.5
f-... 5.0
... 5.5
... Sand .. .. Gravel ....... ....... Organic ":.k'~~':.lr:
Pumice
Sandstone • •• 0
Plutonic ++1' Sittstone %%% No Core
limestone
Volcanic vvv
Client: Takanini Structure Plan Area 6 Limited
Project Location . Area 6A & 6B Plan Change Takanini Structure Plan
Job Number: 12635
Borehole Location:
mN
Description:
I mE
Refer to site plan
\ Ground R.L.
SOIL DESCRIPTION
TOPSOIL
Firm, non-plastic, light brown clayey SILT
Soft, moderately plastic to very plastic, dark brown silty CLAY, organic stained
Soft, very plastic, black organic silty CLAY, wlth occasional rootlets - becoming wet
Auger Borehole No. 9
Drilled By:
TM
E .c 15.
"' 0
'gg~ ~~~f-0.5
-ll:-:1':-:< x-x-x
_;-_X-§J~-:::_-:-c:
x-x-x 1-1 O -X-X-X .
1-
l-4.0 f--~
f-4.5 f-
-5.0
:... 5.5
0>~ ~.5 c~
ro2 -"' en$
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
Groundwater encountered at 1.2 metres
Clay
Silt
Organic ~":ik'W":il. Umestone
x x x Pumice ::: Volcanic v v v "
:_
Client: Takanini Structure Plan Area 6 Limited Auger Borehole No. 10
Project Location : Area 6A & 6B Plan Change Sheet 10 of 31
Takanini Structure Plan Drilled By: Processed By: Date:
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
Client: Takanini Structure Plan Area 6 Limited
Project Location : Area 6A & 6B Plan Change Takanini Structure Plan
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
E.O.B. at 3.0 metres.
Auger Borehole No. 11
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
Sample and Laboratory Test
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
Client: Takanini Structure Plan Area 6 Limited
Area 6A & 68 Plan Change
Auger Borehole No. 12
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=$~ 1 "5 ~ 15 --l--4-:--::< --!--f:~
3.8
E.O.B. at 2.8 metres.
-$-{--.; -=!='".;.-.; :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
Sample and Laboratory Test
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
Takanini Structure Plan Drilled By: Processed By: Date:
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 "
Client: Takanini Structure Plan Area 6 Limited
Project Location : Area 6A & 6B Plan Change Takanini Structure Plan
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.
Auger Borehole No. 14
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
Groundwater encountered at 2.6 metres
Ch?# Clay -:-_-: Organic ,......,.., .. Umeslone
SiH x x x Pumice Volcanic v v v
Client : Takanini Structure Plan Area 6 Limited Auger Borehole No. 15
Project Location : Area 6A & 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, 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
Client: Takanini Structure Plan Area 6 Limited Auger Borehole No. 16
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
Client : Takanini Structure Plan Area 6 Limited Auger Borehole No. 17
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
NATURAL: Firm, non-plastic, light brown clayey SILT
- 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
Project Location : Area 6A & 68 Plan Change Takanini Structure Plan
Job Number: 12635
Borehole Location:
mN
Description:
[mE Refer to site plan
Ground R.L.
SOIL DESCRIPTION
TOPSOIL
NATURAL: Firm, non-plastic, light brown clayey SILT
-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
Auger Borehole No. 18
Sheet 18 of 31
Drilled By: Processed By: Date:
™
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
Sample and Laboratory Test
Details
Plutonic + + + No Core
Client: Takanini Structure Plan Area 6 Limited Auger Borehole No. 19
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-
Comments: Borehole Diameter: Topsoil
~ ""'"" 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
Client: Takanini Structure Plan Area 6 Limited
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.
Auger Borehole No. 20
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
Groundwater encountered at 1.9 metres.
Clay
Silt
Organic '::.k"':.lt":...:"~ limestone
~ ~ ~; Pumice Volcanic v v v
Client: Takanini Structure Plan Area 6 Limited Auger Borehole No. 21
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 ~
Comments: Borehole Diameter: Topsoil
~""""" 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
Client: Takanini Structure Plan Area 6 Limited Auger Borehole No. 22
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
Project Location : Area 6A & 68 Plan Change Takanini Structure Plan
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
Sample and Laboratory Test
Details
0 0 • Plulonic + + .j. I Si!!stone 1; ; ; , I No Core
Volcanic . v v v '
Client : Takanini Structure Plan Area 6 Limited
Project Location : Area 6A & 68 Plan Change Takanini Structure Plan
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)
E.O.B. at 5.0 metres.
Auger Borehole No. 24
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
Sample and Laboratory Test
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
Groundwater encountered at 2.9 metres.
Che~k~ 1/ //( Sill
Clay Organic ~':.It)!(":.& limestone
x X X Pumice X 1. Volcanic v v v '
Client: Takanini Structure Plan Area 6 Limited
Area 6A & 66 Plan Change
Auger Borehole No. 25
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
E.O.B. at 3.0 metres.
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.
Sample and Laboratory Test
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
Client : Takanini Structure Plan Area 6 Limited
Project Location : Area 6A & 68 Plan Change Takanini Structure Plan
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
Auger Borehole No. 26
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
Sample and Laboratory Test
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:
Groundwater encountered at 2.8 metres.
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
Client : Takanini Structure Plan Area 6 Limited Auger Borehole No. 27
Project Location : Area 6A & 68 Plan Change Takanini Structure Plan
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
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
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
~"'"" /"/// -----------,;;;;;,
Auger Borehole No. 28
Sheet 28 of 31
Drilled By: Processed By: Date:
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
Pumice Volcanic v v v
Client: Takanini Structure Plan Area 6 Limited
Project Location : Area 6A & 68 Plan Change Takanini Structure Plan
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>
~
Auger Borehole No. 29
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
Client : Takanini Structure Plan Area 6 Limited
Project Location : Area 6A & 6B Plan Change Takanini Structure Plan
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> ~
-'
Auger Borehole No. 30
Sheet 30 of 31
Drilled By: Processed By: Date:
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:
Groundwater encountered at 1.6 metres.
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
Pumice Volcanic v v v
l
Plutonic + + ! No Core
Client: Takanini Structure Plan Area 6 Limited Auger Borehole No. 31
Project Location : Area 6A & 6B Plan Change Takanini Structure Plan
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
Sample and Laboratory Test
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
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\ \
'· \ \ . --~
\ -~ .... \ -..-• '
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
TAKANINI STRUCTURE PLAN AREA 6 LIMITED
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
TAKANINI STRUCTURE PLAN AREA 6 LIMITED
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 Limited
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
Pioh ClcmJe. R~pc{r (!1-r'.{c.b)
\ "k,n i Y\ i
IV t?''v P
13/~/08
:J/5
d/Z
I
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P~lt;- --- ~;\Jj~- - ---- ~CPt-~f--- - - - -, I_ - - - ~ - - - - - - - - - I I - - - - - - - -i cv I 1 I I
L- - - - - -- - ---- ----1 ~ r-- - - - - -l I I I L. - - - - - - - - - - - _: I - - - - - - --fn' c.? d I I r- - - - - - - T - - +- - - - - --,
I I I ,- - - - .....__ - - - - I- - - - - - - - - - ,<:~
cb '/o,ro\ A-r~ : I ,---------- -- -----
1 I ~ - - - - - - - -+ - - - - - -- -- -1t?
c ~ , I f- -- - - - - ----J - - - - - - - I I I 1--~--- - --- L - - - - --- - _.Jc.~
coffey Co,...,')u ... ations 11.6 s5 1.. 2._
AJtJWP
13/-t/08
Pic,~ chc-,h 'J' ~perf (/Jr~v-6) JcJ01 h l h )
fi)
--- ,:Jit
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~ ~J- ~ Cc:r.sf(uc,}~_ ~~c..i~/c.. ~f<:Nr.--ol~t f(c,\--af~ vk~~~ i ':, ({9u•r~\ fur ~o-ch lot.