River Terraces Subdivision, Ngaruawahia · AECOM River Terraces River Terraces Subdivision, Ngaruawahia – Stages 3b - 3f and NZS4404:2010 Schedule 2a Completion Report P:\605X\60553307\8.

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P:\605X\60553307\8. Issued Docs\8.1 Reports\190607 Stages 3b to 3f completion report Revision 1.docx Revision 1 – 07-Jun-2019 Prepared for – Perjuli Developments Limited – Co No.: 1714295

River Terraces

Perjuli Developments Limited

07-Jun-2019

Doc No. Document No

River Terraces Subdivision, Ngaruawahia

Stages 3b - 3f and NZS4404:2010 Schedule 2a Completion Report

AECOM

River Terraces

River Terraces Subdivision, Ngaruawahia – Stages 3b - 3f and NZS4404:2010

Schedule 2a Completion Report


River Terraces Subdivision, Ngaruawahia

Stages 3b - 3f and NZS4404:2010 Schedule 2a Completion Report

Client: Perjuli Developments Limited

Co No.: 1714295

Prepared by

AECOM New Zealand Limited

121 Rostrevor Street, Hamilton 3204, PO Box 434, Waikato MC, Hamilton 3240, New Zealand

T +64 7 834 8980 F +64 7 834 8981 www.aecom.com

In association with

Prepared With

07-Jun-2019

Job No.: 60553307

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© AECOM New Zealand Limited (AECOM). All rights reserved.

AECOM has prepared this document for the sole use of the Client and for a specific purpose, each as expressly stated in the document. No other

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Quality Information

Document River Terraces Subdivision, Ngaruawahia

Ref 60553307

Date 07-Jun-2019

Prepared by Nick Lethborg

Reviewed by Russell Allison

Revision History

Rev Revision Date Details

Authorised

Name/Position Signature

0 28-May-2019 For information Darren Maxwell/ Project manager

1 07-Jun-2019 Update of recommendation table

Darren Maxwell Project Manager

p.p. Shaun Lion-Cachet

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Table of Contents

Executive Summary i 1.0 Introduction 1 2.0 Scope of assessment 1 3.0 Site description 1 4.0 Geological setting 1 5.0 Geotechnical assessment 2

5.1 Soil investigation 2 5.2 Ground conditions 2 5.3 CPT investigation 2 5.4 Groundwater 2

6.0 Seismic assessment 2 6.1 Seismic hazard 3 6.2 Results and interpretation 3 6.3 Lateral displacements 4 6.4 Intermediate events 4

7.0 Subdivision earthworks 4 7.1 General 4 7.2 Cut to Fill 5 7.3 Placement and compaction 5 7.4 Pavements and trenches 5

8.0 Building and site development recommendations 5 8.1 General 5 8.2 Liquefaction resilience 6 8.3 Foundation recommendations 6 8.4 Site works and retaining walls 8

9.0 Stormwater management assessment 9 9.1 Soakage system requirements 9

10.0 Opinion (Schedule 2A) 10 11.0 Limitations 10 12.0 References 11

Appendix A A Plans A

Appendix B B Post Construction Site Investigation B

Appendix C C CPT Logs C

Appendix D D Liquefaction Assessment D

Appendix E E Construction records E

Appendix F D Schedule 2A Certificate D

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Executive Summary

AECOM New Zealand Limited (AECOM) has been engaged by Perjuli Developments Limited to prepare a geotechnical completion report for The River Terraces Subdivision.

This report summarises the results of geotechnical investigations completed for Stages 3B, 3C, 3D, 3E, and 3F of the subdivision, outlines the earthworks undertaken and provides a preliminary opinion as to the likely geotechnical requirements for building development on the subdivision lots.

Site investigations comprised of Cone Penetrometer Tests (CPT) and hand augers with accompanying in-situ soil strength testing such as Dynamic Cone Penetrometers (DCP) and shear vanes. Ground conditions consisted of topsoil overlying a sand and silt dominated profile with loose to dense granular materials and stiff to hard cohesive materials. Groundwater was not encountered within any investigation location apart from CPT-05r at a depth of 1.9 m.

Earthworks consisting of both cutting and filling have been undertaken across the development. Cuts of up to 4.6 m and filling of up to depths of 3.5 m have created the final subdivision surface.

Due to the potential of perched water tables as evident within CPT-05r, liquefaction risk is higher for properties on the eastern side of the development under ULS seismic loading. Though the subdivision is suitable for development, the summary presented in Table 2 highlights the foundation requirements for each Lot to mitigate the potential liquefaction risk.

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1.0 Introduction

AECOM New Zealand Limited (AECOM) has been engaged by Perjuli Developments Limited to prepare a geotechnical completion report for The River Terraces Subdivision.

This report summarises the results of geotechnical investigations completed for Stages 3B, 3C, 3D, 3E, and 3F of the subdivision, outlines the earthworks undertaken and provides a preliminary opinion as to the likely geotechnical requirements for building development on the subdivision lots.

The geotechnical investigations completed at the site, the summary of earthworks carried out and this assessment report, support the attached Statement of Professional Opinion that, subject to the development recommendations contained in this report, Stages 3B, 3C, 3D, 3E, and 3F of the subdivision are suitable for residential building construction (i.e. the NZS 4404:2010 Schedule 2A Certificate).

2.0 Scope of assessment

The scope of this assessment comprised of:

A review of the preliminary geotechnical assessment report, final cut fill plan and construction observation records.

18 hand augered drillholes to a maximum depth of 3m (approximately one auger hole per three lots).

Accompanying in-situ vane shear strength or Dynamic Cone Penetrometer (DCP) tests on each lot to depths of up to 3.0m below ground level.

Seismic assessment based on Cone Penetration Testing (CPT) carried out at as part of the subdivision suitability assessment and additional CPTs carried out across the area.

Assessment and interpretation of the investigation results and a review of any relevant verification testing carried out as part of AECOM’s supervision of bulk earthworks.

3.0 Site description

The River Terraces Subdivision is situated 2.6 km south of Ngaruawahia Township situated between Great South Road and the Waikato River. The subdivision encompasses a land area of approximately 12.4 ha and is bound by the Waikato River to the north and terraces of the Waikato River to the south, east, and west. A south-east to north-west orientated slope bisects the property forming a lower terrace adjacent to the Waikato River. Prior to development, the land use was pastoral farmland.

Stages 3B, 3C, 3D, 3E, and 3F consist of a total of 50 residential lots ranging in size from 524 m² to 792 m², as shown on the attached subdivision plans.

4.0 Geological setting

The subdivision is located in the northern portion of the Hamilton Lowlands, on the south east edge of the Ngaruawahia Township.

The Hamilton lowlands are a fault-bound depression that has been blanketed by alluvial sediment of mainly volcanic origin from the changing path and flooding of the ancestral Waikato River. The major periods of deposition of alluvial sediment were separated by periods of weathering and erosion, resulting in broad alluvial plains with rolling hills elevated above the present surface. The Waikato River has since cut through these alluvial plains entrenching itself into the current channel.

The geological map for Ngaruawahia (Edbrooke, 2005) indicates that the site is underlain by the Hinuera and Taupo Formation alluvial sediments. Taupo Formation deposits are mapped within the lower terrace and Hinuera Formation at the level of Great South Road. An extract of the geological map of the area is included in Appendix 0.

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5.0 Geotechnical assessment

5.1 Soil investigation

Site investigations were undertaken by AECOM engineering geologists from 10 October 2018 to 9 May 2019.

Each of the investigation holes was logged in accordance with the New Zealand Geotechnical Society (NZGS) Guidelines for Field Description of Soil and Rock (2005). DCP tests were undertaken using a Scala Penetrometer in accordance with NZS 4402:1986 Test 6.5.2 – Penetration Resistance of a Soil (hand method). A plan showing the location of the investigations is presented in Appendix A.

Logs of the materials encountered in the auger holes along with the soil strength test results are presented in Appendix B.

5.2 Ground conditions

The ground conditions at the investigation locations generally comprise of 0.2 to 0.6 m of topsoil overlying a sand and silt dominated profile. Fill was encountered at various thicknesses from 0.15 to 2.6 m, though construction records show a maximum fill depth of up to 3.4 m. The in-situ materials are consistent with the Taupo and Hinuera Formations, and sand grading was found to be highly variable.

DCP test results range from 3 to 32 blows per 100mm. Typical DCP results range from 2 to 12 blows per 100mm, indicating the granular materials are predominantly loose to dense.

Cohesive materials present were stiff to hard with shear vane results ranging from 87 kPa to over 216 kPa.

Groundwater was not encountered in any of the hand augers at the time of investigation.

5.3 CPT investigation

In addition to CPTs carried out as part of the subdivision suitability assessment, 5 CPTs were undertaken for the design of the retaining wall in stages 3d and f on the 13 March 2018 and an additional 7 CPTs were carried out on the 29 September 2018 throughout Stages 3b to 3f. Testing was supervised by an AECOM engineering geologist. Test locations are presented in Appendix A.

The CPT tests results indicate interbedded sand and silt to a depth of at least 20m below existing ground level. Cohesive soils were encountered in CPT-01(r) to 02(r) to approximately 7.5 m depth. Typical CPT cone resistance readings of between 5 to 10 MPa were recorded across the test locations in sandy layers, while clays and silts had typical readings of less than 2.5 MPa.

The CPT holes typically collapsed dry at depths of between 4.5 and 6.5 m below existing ground level. CPT-05(r) encountered groundwater at a depth of 1.9 m.

The CPT interpretation plots are presented in Appendix C.

5.4 Groundwater

The level of the adjacent Waikato River is at approximately 10 mRL (on average; season variations will apply). The development is at least 6 m higher at >16 mRL. Even though groundwater levels are expected to be low due to the proximity of the river, it was encountered within CPT-05r at a depth of 1.9 m below the existing ground surface in March 2018. Therefore, the groundwater levels at CPT202 and CPT203 have been adjusted to this higher level for the liquefaction analysis to account for any potential variation. Elsewhere, the groundwater level has been inferred at between 5.0 m and 5.6 m below existing ground surface.

6.0 Seismic assessment

An assessment of the susceptibility of the soils seismic response has been carried out for the site based on the results of the in-situ CPT testing carried out across the site. For this assessment, an

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earthquake groundwater level ranging from 1.9 to 5.6 m has been adopted based on the water level measured in the CPTs and hand augers.

The assessment methodology and results are summarised in the following sections. Results of the liquefaction assessment are presented in Appendix D.

Testing carried out as part of the resource consent geotechnical assessment and previous completion reports have been used to supplement the testing on the relevant stages. Seven of these tests were undertaken directly on or nearby stages 3B to 3F. Five CPTs were also undertaken as part of the retaining wall design adjacent to Stage 3D. The results of these CPT’s have been used to support the conclusions with regard to liquefaction risk on the assumption that the ground conditions can be expected to be similar.

The findings and recommendations from this assessment have been incorporated into the geotechnical considerations in the attached Schedule 2A Completion Report.

6.1 Seismic hazard

Module 1 of Ministry of Business, Innovation and Employment (MBIE) have partnered with New Zealand Geotechnical Society (NZGS) best practice guidelines recommends using seismic loading determined from the Bridges Manual Third Edition (NZTA, 2014) which references NZS1170.5:2004. The seismic loading inputs are as follows:

Foundation soil classification: Class D – deep or soft soil site.

1000 year return period PGA coefficient (C0,1000): 0.28 (Table 6A.1,NZTA, 2014).

Structure importance level: 2 (Table 3.2, NZS 1170.0, 2002)

Structure design life: 50 years

The resulting seismic loadings are:

Serviceability limit state (1/25): SLS = 0.05 g Magnitude 5.9

Ultimate limit state (1/500): ULS = 0.22 g Magnitude 5.9

6.2 Results and interpretation

6.2.1 Liquefaction Risk

An assessment of soil seismic behaviour was undertaken using CLiq v.2.0.6.85 developed by GeoLogismiki using the raw data of the CPTs. The CPT analysis was undertaken using the proposed cut/ fill depths at each test location.

At SLS (Serviceability Limit State) loading the results of the liquefaction analysis predict that there is negligible liquefaction and no ground surface settlements.

At ULS (Ultimate Limit State) seismic loading liquefaction and associated settlements have been predicted to occur. Liquefiable material is present throughout the soil profile for most tests though the most critical locations (CPT201 and 202) have a factor of safety (FoS) less than 1 for the majority of the test. As groundwater was encountered at a depth of 1.9 m at CPT-05r a non-liquefiable crust cannot be expected to mitigate ground surface deformations during a seismic event. Estimated ground settlements range from 10 to 260 mm. The estimated results therefore indicate:

Potential for ground surface expressions of liquefaction such as rupture and ejecta (sand boils).

Ground surface settlements can be expected.

The primary risk from liquefaction to all buildings in the development is structural damage due to differential settlements or the development of voids below concrete slabs due to ground settlement and potential lateral displacements. Stages 3B to 3D have a heightened risk of lateral spread under ULS seismic loading (as per the results of CPT-05r, CPT201, and 202). A crude analysis undertaken within CLiq estimated over 2 m of lateral displacements. This was refined using the Youd et al method with results presented below in Section 6.3.

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Lots within Stage 3E and 3F are expected to have less ground surface expressions and deformations.

Note: structural damage may also occur due to the shaking during an earthquake.

6.3 Lateral displacements

Due to the close proximity to the banks of the Waikato River a lateral displacements check was undertaken as results calculated within CLiq indicate such movement may occur under ULS loading.

CPT201, 202, and 203 were used to calculate lateral displacements. Other CPT tests were either too shallow or behind the retaining wall adjacent to Lots 128 to 133. The analysis used the Youd, et al (2002) method using the following global parameters:

Moment magnitude: 5.9 (Table C6.1, Bridge Manual 3rd

Ed., 2018)

Earthquake source distance: 30 km

Ground slope: 0%

Height of free face: 7 m

Calculated displacements are shown below in Table 1 and are shown as a range by multiplying the calculated displacements (DH) by a factor of 2 (multiplied by 0.5 and 2). Calculated lateral displacements cause during a seismic event range from 2 to 29 mm for the lower terrace.

Table 1 Calculated lateral displacements (DH) in mm

CPT 2x DH DH 0.5x DH

CPT201 7 3 2

CPT202 32 16 8

CPT203 26 13 6

6.4 Intermediate events

The New Zealand Building Code requires that the structure remains serviceable following an SLS event. A ULS event is required to prevent loss of life and maintain egress from the building; however the building may suffer damage that is irreparable.

It is now recognised that the seismic behaviour of soil is non-linear and damage to foundations can be significant during events that are less than ULS.

The analysis shows that settlements may also affect structures at more frequent earthquakes than the ULS event at a peak ground acceleration of 0.1 g.

7.0 Subdivision earthworks

7.1 General

Earthworks for Stages 3B to 3F consisted of the following:

Creating terraced surface by cutting material from the upper terrace and bulk filling within the lower terrace.

Making cuts for carriageways.

Placement of topsoil across all lots.

Locations and depths of fill placed and cut are shown in cut fill plans presented in Appendix E.

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7.2 Cut to Fill

Filling was undertaken using material won from within the subdivision. The earthworks were controlled in accordance with NZS 4431:1989 Code of Practice for Earth Fill for Residential Development and the earthworks specification prepared for the subdivision works.

All vegetation, topsoil, rubbish and near surface organic soils were removed from the areas to be filled prior to the controlled fill being placed.

DCP testing and visual inspection was carried out to confirm suitability of subgrade materials.

Material sourced from site and intended for filling was inspected by AECOM prior to filling commencing. Material considered unsuitable for engineered fill was cut to waste or used for non-engineered/ controlled fill.

No fill testing was undertaken within Stage 3F. Any fill placed here will need to be treated as non-engineered.

7.3 Placement and compaction

Bulk fills were required to be constructed to the following methodology and criteria in accordance with The River Terraces Earthworks Specification – Stage 2 (2017):

The cohesion less fill material (i.e. the sands, and sandy silts) were required to be compacted to a compaction standard 15 blows/300mm using a Dynamic Cone Penetrometer in accordance with NZS4402 Test 6.5.2.

AECOM tested each lift of no more than 1.0m thickness of the cohesionless fill material with a DCP to ensure the layer has been adequately compacted.

The test results indicated the above criteria were not always met and rework was required. Re-testing of failed material was carried out and results are presented. Furthermore, the fill material strength was confirmed during post construction testing (DCP tests) testing. There are some areas within Stage 3 placed fill was deemed to be non-engineered where fill compaction was not tested due to the material suitability.

Test results for the placed fill are presented in Appendix E.

7.4 Pavements and trenches

In addition to the bulk earthworks, AECOM undertook the following inspections and testing.

Road and right-of-way pavements, which was limited to testing of subgrade, compaction testing of subgrade improvement, sub-base and basecourse. Stringing of the pavement layers, pavement shape control, and materials suitability was undertaken by others.

The compaction of utility trench backfill within the road carriageway, in which the stormwater and wastewater, power, water supply and gas services are located.

Inspection of the road and right-of-way stormwater soakage trenches (outside the carriageway).

Separate documentation will be provided by AECOM for the road and right-of-way compaction (including trenches in roads and rows) and the stormwater soakage trenches in roads and right-of-ways.

Footpath and crossing subgrades were tested by others.

8.0 Building and site development recommendations

8.1 General

It is recommended that shallow geotechnical testing be undertaken by a geo-professional as part of the house design/building process on each lot to confirm the general recommendations contained in

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this report, and to enable specific foundation recommendations to be provided for building, with consideration to existing and proposed ground levels and foundation bearing levels.

Based on the investigation results and subject to the recommendations in this report, foundations for building development on the lots designed in accordance with NZS 3604:2011 “Timber Framed Buildings” or NZS 4229:1999 “Concrete Masonry Buildings Not Requiring Specific Engineering Design” are likely to be acceptable (subject to the removal of any soft/loose or unsuitable material and topsoil) where no liquefaction resilience is required (refer Section 8.2).

For the purposes of this report a geo-professional is a Chartered Professional Engineer registered with the ‘geotechnical’ practice area, or a Professional Engineering Geologist who is registered with Engineering New Zealand.

8.2 Liquefaction resilience

Based on the AECOM liquefaction assessment, the primary liquefaction risk to buildings in the development is structural damage due to differential settlement or lateral stretch on the lower terrace. The risk varies across the development from very low to high.

To assess if the differential settlement and lateral displacement are acceptable, consideration needs to be given to the proposed structure type, any earthworks as part of the building consent, ease of repairing foundations and the level of acceptable damage i.e. ULS or intermediate event. Resilient foundation designs can be adopted to manage the liquefaction effects identified in our assessment; as such soil liquefaction does not prevent development on the sites.

Therefore, and in line with MBIE recommendations, AECOM recommends that the effects of liquefaction are taken into consideration at building consent stage by a suitably experienced geo-professional (as defined in Section 8.1).

The CPT results obtained as part of this assessment will be available on the New Zealand Geotechnical database so that they can be utilised at building consent stage, however in some circumstances additional site specific testing maybe needed.

8.3 Foundation recommendations

Due to the nature of the placed fill and potential liquefaction ground displacements, the following recommendations for lot foundations are described below in Table 2. These recommendations are subject to site specific ground investigations which may modify the recommendations made in this report. This table does not replace the information obtained through individual lot testing for building consent.

8.3.1 TC2 Foundations

TC (Technical Category) foundations were developed following the Christchurch earthquakes by MBIE to provide engineers a guide to determine the level of site investigations and repair requirements for house foundations within the affected areas.

The purpose of a TC2 foundation is that it will be able to tolerate small ground surface deformations and can are able to be repaired (i.e. relevelled) if the damage is not too large. TC2 foundations are recommended for some lots as liquefaction was predicted as described in Section 6.0. Proposed TC2 foundations include (as described in Canterbury Guidance Part A, MBIE, 2012):

Light construction with timber floors and shallow piles as per NZS 3604 and where ULS bearing capacity is > 300 kPa

Enhanced perimeter foundation wall and shallow piles as per NZS 3604

Raft foundations

Specific engineer design

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8.3.2 Lot requirements

Table 2 Lot foundation recommendations

Stage Lot Number

Foundation Type

Engineered, Controlled Fill or Natural

Requirements Depth (m)

3B

155 - 158 TC2 Controlled Removal of controlled fill

0.2 - 0.7

159 TC2 Engineered fill - -

3C

151 - 154 TC2 Engineered fill - -

149 - 150 No restriction Engineered fill - -

146 - 147 No restriction Natural - -

143 - 145 TC2 Engineered fill - -

3D

142 TC2 Engineered fill Removal of loose near surface soils

0.6

141 TC2 / Piled Controlled Placed fill not achieving spec.

Up to 1.9

140 TC2 - Piled in controlled fill

Natural & Controlled - Up to 1.9

137 - 139 No restriction Natural Removal of loose near surface soils

-

132 TC2 Natural & Engineered fill - -

133 TC2 / Piled Controlled fill - Up to 2

134 TC2 / Piled Controlled fill - Up to 3.4

128-129 No restriction Natural - -

130 - 131 TC2 Natural - -

3E

124 - 126 No restriction Natural - -

123 No restriction Controlled fill Removal of loose near surface soils

Up to 0.6

114 No restriction Controlled fill Removal of loose near surface soils

Up to 0.8

111 No restriction Controlled fill Removal of fill on western side of site

Up to 1.2

106 - 110 112, 113

No restriction Engineered Fill - -

3F

118 - 122 No restriction Natural Removal of loose near surface soils

-

117 No restriction Controlled fill Removal of controlled fill

0.3

115 - 116 No restriction Controlled fill Removal of loose near surface soils

Up to 0.8

Lots 133, 134, and 141

Controlled fill was placed on Lots 133, 134, and 141 to depths ranging from 2 to 3.4 m. This will be required to be piled through as no testing or construction observations were undertaken within this area during earthworks. Nearby CPTs (CPT202 and 203) estimate soil liquefaction occurring during a ULS seismic event. Due to this any piles designed for these Lots will need to consider the liquefiable soils.

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If this is not considered practical or cost effective then further testing is recommended to confirm the compaction of the fill, remove if not achieving 5 blows per 100 mm of penetration and replace with compacted engineered fill. TC2 foundations will be required due to the proximity of the Waikato River.

8.4 Site works and retaining walls

Some sites have sloping ground and it may be desirable to create level building sites for slab on grade or raft foundations. As site works and retaining walls are building works therefore they will also need to comply with the Building Code during construction and at the completion of construction, regardless of whether a consent is required for those works.

At the time of building consent application a geo-professional (as defined in Section 8.1).should confirm that they have reviewed the proposal and it is in accordance with our preliminary guidelines below or that they have undertaken any specific assessment or design necessary as a result of their review.

Batters less than 1.5m high should be no steeper than 1V:3H and be protected from erosion.

Batters higher than 1.5m or steeper than 1V:3H should be specifically assessed by a geo-professional for stability and erosion.

The proximity of excavations or fills to boundaries is to be sufficiently setback to not affect any existing structure or retaining wall.

Retaining walls supporting driveways, slopes, buildings or other retaining walls should be specifically designed for the appropriate surcharge.

Retaining walls that will retain cut adjacent to a boundary should be engineer designed with reasonable allowance for surcharges from the adjacent property, or sufficiently setback that there will not be any surcharge from the adjacent property.

Soakage systems should be located on the upslope side of the property, with sufficient setback from building and retaining wall foundations, unless as-built downslope site conditions are known and the system is sufficiently setback or deep enough to not affect, any existing retaining walls or batters.

Excavations and retaining walls adjacent to boundaries can result in interaction issues that are not identified until construction, for example a retaining wall is built above or below an existing retaining wall. Both walls may have been suitable on their own, however in combination engineer input would be required. There are several good practices that can be adopted by the various parties that are involved in the building process to minimise interaction issues during construction:

Owners / designers can collaborate and design single boundary walls sufficient for the proposed ground levels on both sides of the boundary. There is likely to be cost savings in this approach.

Council can keep a record of site works proposed on consents that have been submitted or approved, including earthworks and soakage system locations.

Contractors should confirm conditions within the neighbouring sites are in accordance with those described in the geo-professional’s review, prior to commencing any work. If conditions have changed then further engineering advice should be obtained.

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9.0 Stormwater management assessment

The soils underlying Stages 3B, 3C, 3D, 3E, and 3F of the subdivision consist mainly of sands and gravelly sands, with varying groundwater levels. Stormwater soakage systems are required for all private lots within this stage.

Catch pits connected to stormwater soakage trenches have been constructed for soakage of stormwater from the roads. The road soakage system has not been designed to accommodate runoff from private lots.

9.1 Soakage system requirements

Site investigation and soakage rates determined from testing across Stage 3 area indicate that installation of a soakage system for primary stormwater management would be appropriate for all lots. The requirements for soakage are as follows:

Specific soakage testing and design will need to be completed at the time of building consent

The systems will need to be designed in accordance with the requirements set out in the Waikato LASS Regional Infrastructure Technical Specifications (RITS) and the Hamilton City Council Three Waters Management Practise Note – HCC 03 Soakage.

Soakage system setbacks shall comply with the requirements of the RITS and/or the Waikato District Plan as applicable.

The design of soakage trenches under driveways shall consider traffic loading and the need to prevent damage to the driveway pavement or the soakage system.

Drainage shall be provided to prevent runoff from private hardstand into the road reserve. For example, a strip drain shall be located along the driveway crossing to capture driveway runoff. All runoff shall drain to the on lot soakage device via a sediment trap to remove large suspended particles and help prevent siltation of the soakage system.

Runoff from storm events with a return period exceeding 10-years shall discharge to the road reserve in a controlled manner in accordance with the requirements of the RITS and the NZ Building Code.

The ability of soakage systems to operate effectively can be compromised when fine soils or leaves clog the soakage surface. It is therefore important that sumps are periodically inspected and collected material removed. It is also important that site runoff during building works and landscaping is prevented from entering the soakage system as this will adversely affect the operation of the soakage system.

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10.0 Opinion (Schedule 2A)

Based on the results of the geotechnical investigations and assessments undertaken for this project and subject to the development recommendations contained in this report, all 50 lots on Stages 3B, 3C, 3D, 3E, and 3F of the River Terraces Subdivision site are considered suitable for residential building development as proposed on the subdivision application plan.

The following recommendations are given to guide building development on the River Terraces Stages 3B, 3C, 3D, 3E, and 3F lots:

i. Shallow geotechnical testing of each lot is to be undertaken as part of the house design/building process, by a Chartered Professional Engineer (Geotechnical practice area) or Professional Engineering Geologist registered with Engineering New Zealand, to enable specific foundation recommendations to be provided for each of the lots in the development with consideration to the underlying subgrade strength, groundwater levels and liquefaction resilience, as described in Sections 8.1 and 8.2 of this report.

ii. A Chartered Professional Engineer (Geotechnical practice area) or Professional Engineering Geologist registered with Engineering New Zealand familiar with this report reviews all proposals for earthworks and buildings, as described in Section 8.3 of this report, prior to any works being undertaken on any of the lots.

iii. Excavations to remove the topsoil layer and/or any uncontrolled fill will be required on all lots.

A Statement of Professional Opinion to the suitability of Land for Building Construction (the NZS 4404:2010 Schedule 2A certificate) is presented in Appendix F.

11.0 Limitations

The professional opinion expressed in this report is given to Waikato District Council and Perjuli Developments Limited for their purposes alone on the express condition that it will not be relied upon by any other person and does not remove the necessity for the normal inspection of foundation conditions and excavations at the time of erection of any structures.

Recommendations and opinions obtained in this report are based on a reconnaissance of the site, information from geological maps, hand auger logs and DCP test records. Inferences about the nature and continuity of ground conditions away from investigation locations are made but cannot be guaranteed.

During development of the lots, ground conditions should be examined by a geo-professional competent to judge whether the conditions are compatible with the assumptions made in this report. In all circumstances, if ground conditions differ from those described or assumed to exist, then the matter should be referred back to AECOM.

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12.0 References

Burns D. Farquhar, G. Mills, M., Williams, A (editors), 2005. Field Description of Soil and Rock, Guideline for the classification and description of soil and rock for engineering purposes. New Zealand Geotechnical Society.

Edbrooke, S.W. (compiler) 2005. Geology of the Waikato Area. Institute of Geological and Nuclear Sciences 1:250:0000 Geological map 4. 1 sheet + 68p. Lower Hutt, New Zealand: Institute of Geological and Nuclear Sciences Limited.

Firth 2012 RibRaft Technical Manual, Section 1 Design Information.

Land Information New Zealand, 2015, NZTopo50-BD33 Hamilton, edition 1.05.

Ministry of Business, Innovation & Development (MBIE), New Zealand Geotechnical Society (NZGS), March 2016. Earthquake Geotechnical Engineering Practice, Module 1: Overview of the guidelines. ISBN: 978-0-947497-51-4 (online)

Ministry of Business, Innovation & Development (MBIE), New Zealand Geotechnical Society (NZGS), November 2016. Earthquake Geotechnical Engineering Practice, Module 2: Geotechnical investigations for earthquake engineering. ISBN: 978-0-947524-46-3 (online)

Ministry of Business, Innovation & Development (MBIE), New Zealand Geotechnical Society (NZGS), May 2016. Earthquake Geotechnical Engineering Practice, Module 3: Identification, assessment and mitigation of liquefaction hazards. ISBN: 978-0-947497-50-7 (online)

NZS 3604:2011 – Timber Framed Buildings – New Zealand, Standards New Zealand, Wellington

NZS 4229:1999 – Concrete Masonry Buildings Not Requiring Specific Engineering Design – New Zealand, Standards New Zealand, Wellington

NZS 4402:1986 Test 6.5.2 – Penetration Resistance of a Soil (hand method) – New Zealand, Standards New Zealand, Wellington

NZ Transport Agency 2013, Bridge Manual, 3rd Edition. (SP/M/022) Revised September 2014.

AECOM

River Terraces




Appendix A

Plans

M

a

t

a

r

i

k

i

T

e

r

r

a

c

e

M

a

ta

rik

i T

e

rra

c

e

M

a

ta

w

h

e

ro

P

la

c

e

M

a

ta

rik

i T

e

rra

c

e

T

e

Ik

a

W

a

y

M

a

t

a

w

h

e

r

o

P

l

a

c

e

Lot 1 DPS 72361

L K McClunie

ALLotMENT 82

SBRS OF NEWCASTLE SOUTH

V A & M P Prendergast

W

A

IK

A

TO

R

IV

E

R

Lot 152

Lot 151

Lot 150

Lot 149

Lot 143

Lot 148

Lot 135

Lot 136

Lot 127

Lot 103

Lot 102

Lot 161

Lot 160

Lot 162

Lot 163

Lot 101

Lot 153

Lot 154

Lot 155

Lot 104

Lot 105

Lot 146

Lot 145

Lot 144

Lot 147

Lot 156

Lot 158

Lot 159

Lot 157

Lot 142

Lot 141

Lot 128

Lot 129

Lot 132

Lot 134

Lot 130

Lot 131

Lot 133

Lot 138

Lot 139

Lot 140

Lot 137

Lot 122

Lot 121

Lot 120

Lot 119

Lot 118

Lot 117

Lot 115

Lot 116

Lot 113

Lot 125

Lot 123

Lot 114

Lot 112

Lot 111

Lot 110

Lot 108

Lot 109

Lot 126

Lot 124

Lot 107

Lot 106

COPYRIGHT: The copyright for the information shown on this plan remains the right of Blue Wallace Surveyors Ltd. It may not be reproduced (wholly or in part), without the prior consent of Blue Wallace Surveyors Ltd.

BW Ref.

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Size DateScale

25 Harwood Street, P O Box 38,

Hamilton Central, HAMILTON.

Phone (07) 839 7799, Fax (07) 839 4455 12090-03-EN-101 0

Revision:Stg. Purp. Dwg. #

1:1250A3

N

Datum:

Circuit: Mount Eden Circuit 2000

Height: Moturiki Vertical Datum 1953

2) Legal Description:

NOTE:

STAGE 3A

13 RESIDENTIAL LOTS

1 ROAD LOT TO VEST

STAGE 3B

5 RESIDENTIAL LOTS

1 ROAD LOT TO VEST

STAGE 3C

11 RESIDENTIAL LOTS

1 ROAD LOT TO VEST

STAGE 3D

13 RESIDENTIAL LOTS

1 ROAD LOT TO VEST

TOTAL RESIDENTIAL : 63 LOTS

TOTAL ROAD : 6 LOTS

STAGE 3E

13 RESIDENTIAL LOTS

1 ROAD LOT TO VEST

STAGE 3F

8 RESIDENTIAL LOTS

1 ROAD LOT TO VEST

Total CFR Area: 5.0673 Ha

Lot 153 DP 490190

Area: 4.9665 Ha.

(CFR. SA1267/72)

Section 2 SO 431799

Area: 1.7087 Ha.

(CFR. 538988)

1) All Areas and dimensions subject to final survey And approval

from the Waikato District Council

Engineering Works

Scheme Plan - Overall

River Terraces Subdivision - Stage 3

Issued for Engineering Approval

12/2017

December 2017

0

1

2

SM

SM

NNR

lethborgn

HA Red

lethborgn

HA Red

lethborgn

HA Red

lethborgn

HA Red

lethborgn

HA Red

lethborgn

HA Red

lethborgn

HA Red

lethborgn

HA Red

lethborgn

HA Red

lethborgn

HA Red

lethborgn

HA Red

lethborgn

HA Red

lethborgn

HA Red

lethborgn

HA Red

lethborgn

HA Red

lethborgn

HA Red

lethborgn

HA Red

lethborgn

HA Red

lethborgn

CPT Yellow

lethborgn

CPT Yellow

lethborgn

CPT Yellow

lethborgn

CPT Yellow

lethborgn

CPT Yellow

lethborgn

CPT Yellow

lethborgn

CPT Yellow

lethborgn

CPT Yellow

lethborgn

CPT Yellow

lethborgn

CPT Yellow

lethborgn

CPT Yellow

lethborgn

Text Box

HA01

lethborgn

Text Box

CPT207

lethborgn

Text Box

HA02

lethborgn

Text Box

HA03

lethborgn

Text Box

CPT206

lethborgn

Text Box

HA04

lethborgn

Text Box

HA05

lethborgn

Text Box

CPT-01r

lethborgn

Text Box

HA06

lethborgn

Text Box

HA07

lethborgn

Text Box

HA08

lethborgn

Text Box

CPT204

lethborgn

Text Box

CPT-02r

lethborgn

Text Box

HA09

lethborgn

Text Box

CPT-03r

lethborgn

CPT Yellow

lethborgn

Text Box

HA10

lethborgn

Text Box

CPT-04r

lethborgn

Text Box

CPT-05r

lethborgn

Text Box

CPT203

lethborgn

Text Box

HA11

lethborgn

Text Box

HA12

lethborgn

Text Box

CPT202

lethborgn

Text Box

HA13

lethborgn

Text Box

HA14

lethborgn

Text Box

CPT205

lethborgn

Text Box

HA15

lethborgn

Text Box

HA16

lethborgn

Text Box

HA17

lethborgn

Text Box

CPT201

lethborgn

Text Box

HA18

Q1a

eQa

Q2aQ1a

eQa

Q2a

Q2a

Q1a

Q1a

eQa

Q1a

eQa

eQaQ1a

Q2a

Q2a - OIS3-OIS2 (LatePleistocene) river deposits

(Hinuera Formation):Cross-bedded pumicesand, silt and gravel

with interbedded peat.

Q1a - OIS1 (Holocene)river deposits (Taupo

Pumice Alluvium):Predominantly pumice sand,

silt and gravel alluviumwith charcoal fragments.

eQa - OIS14+-OIS12 (EarlyPleistocene - Middle

Pleistocene) riverdeposits and ignimbrite:Alluvium dominated byprimary and reworked,non-welded ignimbrite.

Q2a - OIS2 (Late Pleistocene) river deposits:Locally derived

lacustrine mud, silt, gravel and peat.0 100 200 30050

Meters

References

Site Location

9/04/2019 Geological_Location Map TemplateI

Note: Geological boundaries are inferred and may not accurately represent the material found on site.

QMAP WaikatoEdbrooke, S.W. (compiler)Sheet N65 HamiltonKear, D. Schofield J. C. 1965Service Layer Credits: Sources:Esri, HERE, Garmin, Intermap,increment P Corp., GEBCO,USGS, FAO, NPS, NRCAN,GeoBase, IGN, Kadaster NL,Ordnance Survey, Esri Japan,

Lot 10

Stage 2

Lot 149

Lot 143

Lot 148

Lot 135

Lot 136

Lot 127

Lot 105

Lot 146

Lot 145

Lot 144

Lot 147

Lot 142

Lot 141

Lot 128

Lot 129

Lot 132

Lot 134

Lot 130

Lot 131

Lot 133

Lot 138

Lot 139

Lot 140

Lot 137

Lot 122

Lot 121

Lot 120

Lot 119

Lot 118

Lot 117

Lot 115

Lot 116

Lot 113

Lot 125

Lot 123

Lot 114

Lot 112

Lot 111

Lot 110

Lot 108

Lot 109

Lot 126

Lot 124

Lot 107

Surface Analysis: Elevation Ranges

Number

1

2

3

4

5

6

7

8

9

Color

Minimum Elevation

(m)

-2.278

-0.800

-0.500

-0.300

-0.100

0.100

0.200

0.300

0.500

Maximum Elevation

(m)

-0.800

-0.500

-0.300

-0.100

0.100

0.200

0.300

0.500

1.900


BW Ref.


BW Ref.

No. Amendment Init. Date

Designed

Checked

Approved

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\12090-3E

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W.D

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Size DateScale



Phone (07) 839 7799, Fax (07) 839 4455 12090-3F-AB-203 0


1:750

ISSUED FOR 224C

NR

A3

Resource Consent Number:

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

Datum:

Circuit: Mt Eden 2000

Height: Moturiki Datum 1953

DM

NR

DM

N

River Terraces Subdivision

Earthworks - Cut Fill Plan

General

Revision number 0

Number of points 3042

Minimum X coordinate 435613.389m

Minimum Y coordinate 710842.473m

Maximum X coordinate 435754.769m

Maximum Y coordinate 711049.528m

Minimum elevation -2.278m

Maximum elevation1.862m

Mean elevation -0.020m

TIN

Number of triangles 5556

Maximum triangle area 40.815sq.m

Minimum triangle area 0.000sq.m

Minimum triangle length 0.000m

Maximum triangle length 13.451m

Volume

Base Surface 12090-02-Ex Contour

Comparison Surface AB-3F-April2019

Cut Factor 1.000

Fill Factor 1.000

Cut volume (adjusted) 2497.449 Cu. M.

Fill volume (adjusted) 2243.151 Cu. M.

Net volume (adjusted) 254.298 Cu. M.<Cut>

Cut volume (unadjusted) 2497.449 Cu. M.

Fill volume (unadjusted) 2243.151 Cu. M.

Net volume (unadjusted) 254.298 Cu. M.<Cut>

26/04/19

April 2019


Earthworks - Cut Fill Plan

As Built - Stages 3E & 3F

Lot 3

Lot 6

Stage 2

Lot 7

Stage 2

Lot 8

Stage 2

Lot 9

Stage 2

Lot 10

Stage 2

Lot 152

Lot 151

Lot 150

Lot 149

Lot 143

Lot 148

Lot 135

Lot 136

Lot 127

Lot 153

Lot 154

Lot 155

Lot 146

Lot 145

Lot 144

Lot 147

Lot 156

Lot 158

Lot 159

Lot 157

Lot 142

Lot 141

Lot 128

Lot 129

Lot 132

Lot 134

Lot 130

Lot 131

Lot 133

Lot 138

Lot 139

Lot 140

Lot 137

Lot 122

Lot 121

Lot 120

Lot 119

Lot 118

Lot 117

Lot 115

Lot 116

Lot 125

Lot 123

Lot 114

Lot 111

Lot 110

Lot 108

Lot 109

Lot 126

Lot 124

Surface Analysis: Elevation Ranges

Number

1

2

3

4

5

6

7

8

9

10

Color

Minimum Elevation

(m)

-4.577

-4.000

-3.000

-2.000

-1.000

-0.100

0.100

1.000

2.000

3.000

Maximum Elevation

(m)

-4.000

-3.000

-2.000

-1.000

-0.100

0.100

1.000

2.000

3.000

3.400


BW Ref.


BW Ref.

No. Amendment Init. Date

Designed

Checked

Approved

0

1

2

Drawn

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OM

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3B

- 3F

\A

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UILT

\12090-3E

-A

B-200-E

W.D

WG

Size DateScale



Phone (07) 839 7799, Fax (07) 839 4455 12090-3F-AB-206 0


1:750

ISSUED FOR 224C

NR 26/04/19

A3April 2019

Resource Consent Number:

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

Datum:

Circuit: Mt Eden 2000

Height: Moturiki Datum 1953

DM

NR

DM

N


Earthworks - Cut-Fill plan

General

Revision number 0

Number of points 9063

Minimum X coordinate 435707.614m

Minimum Y coordinate 710895.816m

Maximum X coordinate 435953.024m

Maximum Y coordinate 711054.958m

Minimum elevation -4.577m

Maximum elevation3.386m

Mean elevation -0.224m

TIN

Number of triangles 17351

Maximum triangle area 19.473sq.m

Minimum triangle area 0.000sq.m

Minimum triangle length 0.000m

Maximum triangle length 9.664m

Volume

Base Surface 12090-02-Ex Contour

Comparison Surface AB-3C-3D-FINAL

Cut Factor 1.000

Fill Factor 1.000

Cut volume (adjusted) 19502.533 Cu. M.

Fill volume (adjusted) 14663.876 Cu. M.

Net volume (adjusted) 4838.657 Cu. M.<Cut>

Cut volume (unadjusted) 19502.533 Cu. M.

Fill volume (unadjusted) 14663.876 Cu. M.

Net volume (unadjusted) 4838.657 Cu. M.<Cut>

As Built - Stages 3B, 3C & 3D

AECOM

River Terraces




Appendix B

Post Construction Site Investigation

Log!

KE

Y S

HE

ET

2/0

8/20

10 1

2:44

:25

PM

Organic Material

Silt

Gravel / Cobbles No recovery

Mudstone

SPT "N" value; uncorrected blow count for 300 mm penetration

Volcanic Rock

Sandstone

Relative DensityNon-cohesive soils

Water Strike

Siltstone

SPT "N" Value(uncorrected)< 44 - 1010 - 3030 - 50> 50

Su (kPa)< 1212 - 2525 - 5050 - 100100 - 200200 - 500

Very LooseLooseMedium DenseDenseVery Dense

- Continuous Flight Hollow Stem Auger.- Continuous Flight Solid Stem Auger.- Dynamic Cone Penetrometer.- Hand Auger.- HQ Triple Tube.- HQ Wire Line.- Heavy Weight Open Barrel.- NQ Triple Tube.- NQ Wire Line.- 100mm diameter Open Barrel.- 70mm diameter Open Barrel.- Percussion.- PQ Triple Tube.- PQ Wire Line.- Reverse Circulation.- Reverse Circulation Down Hole Hammer.- Standard Penetration Test.- Push Tube Sample- Vacuum Excavation.- Wash Drilling.

PTUDB

- Thin Wall Push Sample- Undisturbed- Disturbed (Core)- Disturbed (Pit)

Test Results

Seep

Groundwater Records Samples

Rock Defect AbbreviationsDefect TypeJ = JointSlk = SlickensideBP = Bedding Plane DefectSZ = Shear ZoneFZ = Fracture ZoneWZ = Weak ZoneF = FractureBkJ = Broken JointL = LaminationHJ = Healed JointDB = Drilling Break

Rock Classification Abbreviations

ConsistencyCohesive Soils

GSI = Geological Strength IndexRQD = Rock Quality DesignationJn = Joint Set NumberJr = Joint Roughness NumberJa = Joint Alteration Number

ESVSSMSWVWEW

Relative Strength- Extremely strong- Very Strong- Strong- Moderately Strong- Weak- Very Weak- Extremely Weak

USC (MPa)> 250100 - 25050 - 10020 - 505 - 201 - 5< 1

Piezometer InstallationStandpipe

Slotted Standpipe Cement

Gravel Pack Filer

Weathering

Soil and rock descriptions generally as in "Guidelines forthe Field Description of Soil and Rock for EngineeringPurposes" by the NZ Geotechnical Society Inc, December2005.

Infill MaterialMn = ManganeseFe = Iron OxideQtz = QuartzS = SandGr = GraphiteCh = ChloriteNF = No InfillCo = CoalifiedPy = PyriteSlt = SiltCC = CalciteCb = CarbonaceousCl = ClayV = VeneerCalc = Calcareous

Defect ApperanceBkJ = Broken JointL = LaminationHJ = Healed JointDB = Drilling BreakR = RoughvR = Very RoughSm = SmoothT = TightPl = PlanarCn = CleanBed = Bedding\\ = ParallelUd = UndulatingSt = SteppedOp = OpenPol = PolishedH = Healed

Graphic Log (typical symbols)

SOIL DESCRIPTIONS

Standing Water Level

Sand

Drill Cuttings

Bentonite

ROCK DESCRIPTIONS

CFHSACFSSADCPHAHQ3HQWLHWOBNQ3NQWLOBOB70PERCPQ3PQWLRCRCDHHSPTPTVAC EXWASH

Drilling / Investigation Methods

Grout

# / # / # blows per 150 mm penetration

UWSWMWHWCW

Very SoftSoftFirmStiffVery StiffHard

TERMINOLOGY AND SYMBOLS

ss - Standard Penetration Test - split spoonsc - Standard Penetrattion Test - solid coneSUOW - Sunk Under Own Weight

Sand Pack Filter

- Unweathered- Slightly Weathered- Moderately Weathered- Highly Weathered- Completely Weathered

Clay

Vane Shear Strength Tests

# / # Vane shear strenght test results given as peak / remoulded shear strengths(kPa). Test as per NZGS Guideline, 2001.# = Vane test performed on core recovered prior to extrusion from core barrel.* = Vane test performed on excavated material of suitable size.

UTP - Unable to penetrate.

Soil and rock decriptions generally as in "Guidelines for the Field Description of Soil and Rock for Engineering Purposes" by the NZ Geotechnical Society Inc, December 2005.

0-11-33-77-17>17

Dynamic Cone(blows / 100mm)

Vane Shear Strength Tests

# / # Vane shear strength test results given as peak / remoulded shear strengths (kPa). Test as per NZGS Guideline, 2001.

UTP - Unable to penetrate

Dynamic Cone Penetrometer (DCP) Test Results

Test recorded as blows per 100mm penertration.

Test Results

Graphic Log (typical symbols) Groundwater Records

Soil Descriptions

0m: Topsoil.

0.3m: Engineered fill.

0.5m: Cross bedded sandand silt.

0m: SILT, trace gravel, trace rootlets; dark brown. Moist;low plasticity; gravel, fine to medium, subrounded.

0.3m: SILT, minor sand, trace gravel; brown. Moist; lowplasticity; sand, fine; gravel, fine, subangular tosubrounded.

0.5m: Silty fine SAND; yellowish brown to grey. Loose;moist; well graded. 0.6m: Trace subangular, fine gravel.

0.7m: Sandy SILT; yellowish brown. Very stiff; moist;low plasticity; moderately sensitive; sand, fine tomedium.

0.9m: Fine SAND, some silt; light yellowish brown.Medium dense; moist; poorly graded.

1.2m: Dark yellowish brown.

1.4m: Sandy SILT; yellowish brown. Very stiff; moist;low plasticity; sand, fine.

1.9m: Fine to medium SAND, some silt and minorgravel; brownish orange. Dense; moist; poorly graded.

2.1m: Gravelly fine to coarse SAND; blackish brownand orange. Dense to very dense; moist; well graded;gravel, fine to medium, subangular to subrounded.

2.9m: Fine to coarse SAND, some gravel. Dense; wet;well graded; gravel, fine to medium, subangular tosubrounded.

3

3

4

4

2

2

3

4

7

8

7

4

5

4

3

2

3

2

4

7

15

19

21

16

19

18

14

11

10

9

FIL

LH

INU

ER

A F

OR

MA

TIO

N

155/37

121/34

111/37

HA01 terminated at 3mTarget Depth

Fluid Depth(m)

Casing Depth(m)

FLUID DEPTHS DURING DRILLING

6

1

100

kPa

Project

For explanation of symbols and observations, see key sheet

Inst

rum

enta

tion

Sam

plin

g

40 kP

a

Shear Vane (kPa)Residual - Peak

Dynamic ConePenetrometer

GEOLOGICAL DESCRIPTION

HA01

Hand Held Shear Vane

SOIL PROPERTIESTest Records

10/10/2018

22/05/2019

Riverlinks Subdivision- Stage 3B - 3F

Undertaken on Lot 106/ 107 boundary.No groundwater encountered.*202 kPa is the shear vane limit

LOG OF AUGERHOLE

DR1870: 19mm blade: Calibrated May 2018: Correction Factor = 1.680

Feature Lot 107/ 106

Subordinate MAJOR minor; colour; structure. Strength; moisture condition;grading; bedding; plasticity; sensitivity; major fraction description; subordinatefraction description; minor fraction description etc

Gra

phi

c Lo

g

200

kPa

Client

Finished

Date logged

Vane shear strength per NZGS guideline

Project number 60553307

2

Drilled Depth(m)


Page of1

StartedRemarks

8

Logged

KD

Depth RelatedRemarks(Blows per

100 mm)

Orientation

Checked

RJS

1

2

3

10/10/2018

Weathering, Colour, Fabric, Rock Name, Strength,Discontinuities, Lithological Features (bedding,foliation, mineralogy, cement, etc)D

epth

Elevation

10/10/2018

-90°

Co-ordinates

Date Time

HOLEIDENTIFICATION

Location Great South Road, Ngaruawahia

AU

GE

RH

OLE

LO

G L

OG

S.G

PJ

BA

SE

.GD

T

22/0

5/19

0m: Topsoil.



0m: SILT, minor sand and minor rootlets; dark brown.Moist; low plasticity. Sand, fine to medium.

0.3m: Fine SAND; light brown. Medium dense; moist;poorly graded.

1.1m: Fine SAND; light brownish grey. Loose; moist;poorly graded.

1.65m: SILT, some sand, minor gravel; brown to lightbrown. Firm to stiff; moist to wet; low plasticity; sand,fine; gravel, fine to medium, subrounded. 1.8m: Shear vane UTP due to gravels. Material felt firm to stiff

within hand auger blade.

2.2m: Shear vane UTP due to gravels. Material felt firm to stiffwithin hand auger blade.

2.55m: Fine to course SAND; grey speckled white andblack. Loose to medium dense; moist to wet; wellgraded.

5

6

2

3

7

6

6

6

6

5

5

2

2

2

1

2

1

2

2

2

3

2

2

2

3

4

4

3

1

3

4

5

4

FIL

LH

INU

ER

A F

OR

MA

TIO

N UTP

UTP


Fluid Depth(m)

Casing Depth(m)


6

1

100

kPa

Project


Inst

rum

enta

tion

Sam

plin

g

40 kP

a




HA02



10/10/2018

22/05/2019


Undertaken on Lot 109/ 110 boundary.No groundwater encountered.*202 kPa is the shear vane limit

LOG OF AUGERHOLE


Feature Lot 109/ 110


Gra

phi

c Lo

g

200

kPa

Client

Finished

Date logged



2

Drilled Depth(m)


Page of1

StartedRemarks

8

Logged

AH


100 mm)

Orientation

Checked

RJS

1

2

3

10/10/2018


epth

Elevation

10/10/2018

-90°

Co-ordinates

Date Time

HOLEIDENTIFICATION


AU

GE

RH

OLE

LO

G L

OG

S.G

PJ

BA

SE

.GD

T

22/0

5/19

0m: Topsoil.

0.3m: Fill.


0m: SILT, minor sand, minor rootlets; dark brown. Moist;low plasticity; sand, fine to medium.

0.3m: Sandy SILT; light grey to light brown. Moist, lowplasticity; sand, fine.

0.45m: Silty fine SAND; brownish orange. Loose; moistto wet; poorly graded.

0.9m: Fine to coarse SAND, some gravel; brownishorange. Medium dense; moist to wet; well graded;gravel, fine to medium, subrounded.

1m: Silty fine to medium SAND, minor gravel; brownishorange. Loose to medium dense; wet; poorly graded(mainly fine sand); gravel, fine to medium, subroundedto subangular.

1.7m: Fine to coarse SAND, minor gravel; greyishbrown speckled white. Dense; moist to wet; well graded;gravel, fine to medium, subangular to subrounded.

4

5

4

4

3

2

1

2

4

7

2

1

6

7

2

3

7

9

7

10

10

7

10

12

18

12

16

19

17

14

FIL

LH

INU

ER

A F

OR

MA

TIO

N

HA03 terminated at 2.7mUnable to advance due to hole collapse

Fluid Depth(m)

Casing Depth(m)


6

1

100

kPa

Project


Inst

rum

enta

tion

Sam

plin

g

40 kP

a




HA03



10/10/2018

22/05/2019


Centre of Lot.No groundwater encountered.

LOG OF AUGERHOLE

Feature Lot 112


Gra

phi

c Lo

g

200

kPa

Client

Finished

Date logged



2

Drilled Depth(m)


Page of1

StartedRemarks

8

Logged

AH


100 mm)

Orientation

Checked

RJS

1

2

3

10/10/2018


epth

Elevation

10/10/2018

-90°

Co-ordinates

Date Time

HOLEIDENTIFICATION


AU

GE

RH

OLE

LO

G L

OG

S.G

PJ

BA

SE

.GD

T

22/0

5/19

0m: Topsoil.



0m: SILT, minor sand, minor rootlets; dark brown. Moist;low plasticity; sand, fine to medium.

0.3m: Silty fine SAND; light grey. Medium dense todense; moist; poorly graded.

0.5m: Fine SAND, minor silt; light brown. Mediumdense; moist; poorly graded.

1.3m: Grey.

1.8m: Sandy SILT; brown. Stiff to very stiff; wet; lowplasticity.

2.6m: SILT, minor fine sand; reddish brown. Very stiff;moist to wet; low plasticity.

5

5

3

4

6

10

6

5

3

3

3

3

3

3

4

3

3

3

2

1

1

2

3

3

4

4

6

6

6

5

FIL

LH

INU

ER

A F

OR

MA

TIO

N

125/15

93/12

139/12


Fluid Depth(m)

Casing Depth(m)


6

1

100

kPa

Project


Inst

rum

enta

tion

Sam

plin

g

40 kP

a




HA04



10/10/2018

22/05/2019


Centre of Lot.No groundwater encountered.*216 kPa is the shear vane limit

LOG OF AUGERHOLE

GEOVANE 2018: 19mm blade: Correction Factor = 1.546

Feature Lot 123


Gra

phi

c Lo

g

200

kPa

Client

Finished

Date logged



2

Drilled Depth(m)


Page of1

StartedRemarks

8

Logged

AH


100 mm)

Orientation

Checked

RJS

1

2

3

10/10/2018


epth

Elevation

10/10/2018

-90°

Co-ordinates

Date Time

HOLEIDENTIFICATION


AU

GE

RH

OLE

LO

G L

OG

S.G

PJ

BA

SE

.GD

T

22/0

5/19

0m: Topsoil.

0.3m: Non-controlled fillconsisting of silt and gravel.


0m: SILT, trace gravel; dark brown. Moist; low plasticity;gravel, fine, subrounded.

0.3m: SILT, some gravel; dark brown. Moist; lowplasticity; gravel, medium, angular, greywacke.

0.5m: Sandy SILT; brownish grey mottled orange. Stiff;moist; low plasticity; sand, fine.

0.8m: Fine SAND, some silt; light yellowish brown.Loose to medium dense; moist; well graded.

1m: Black staining.

1.2m: Sandy SILT; dark yellowish brown. Very stiff;moist; low plasticity; sand, fine to coarse.

1.3m: Fine to coarse SAND, trace silt, minor gravel; lightbrown to brown. Medium dense; moist; well graded;gravel, fine, subrounded.

1.6m: Trace gravel, no silt.

4

4

4

2

3

3

8

7

7

5

3

2

3

5

6

5

5

3

5

4

5

4

5

5

5

3

4

6

6

5

FIL

LH

INU

ER

A F

OR

MA

TIO

N

74/30

198/54


Fluid Depth(m)

Casing Depth(m)


6

1

100

kPa

Project


Inst

rum

enta

tion

Sam

plin

g

40 kP

a




HA05



10/10/2018

22/05/2019


Undertaken on northern edge of Lot.No groundwater encountered.*202 kPa is the shear vane limit

LOG OF AUGERHOLE


Feature Lot 125


Gra

phi

c Lo

g

200

kPa

Client

Finished

Date logged



2

Drilled Depth(m)


Page of1

StartedRemarks

8

Logged

KD


100 mm)

Orientation

Checked

RJS

1

2

3

10/10/2018


epth

Elevation

10/10/2018

-90°

Co-ordinates

Date Time

HOLEIDENTIFICATION


AU

GE

RH

OLE

LO

G L

OG

S.G

PJ

BA

SE

.GD

T

22/0

5/19

0m: Topsoil.

0.3m: Non-engineered fillconsisting of silt.

0.8m: Alluvial sand and silt.

0m: SILT, trace organics; dark brown. Dry; organics,rootlets.

0.3m: SILT, trace organics; brown and dark brown. Verystiff; moist; low plasticity; moderately sensitive; organics,rootlets.

0.8m: Silty fine SAND; light brown. Very loose; moist;poorly graded.

0.9m: Fine SAND; light grey. Loose moist; poorlygraded.

1.4m: Moist to wet, light brownish grey.

2.2m: Wet, orange mottling.

2.3m: SILT; light greyish brown, orange mottling. Verystiff; wet; low plasticity; moderately sensitive.

2.8m: Orange streaked.

4

6

6

2

4

3

2

3

1

1

2

3

2

2

2

2

2

4

3

5

2

2

1

5

6

8

8

8

8

8

FIL

LH

INU

ER

A F

OR

MA

TIO

N

UTP

156/42

184*

130/35

156/42


Fluid Depth(m)

Casing Depth(m)


6

1

100

kPa

Project


Inst

rum

enta

tion

Sam

plin

g

40 kP

a




HA06



07/05/2019

22/05/2019



LOG OF AUGERHOLE

DR2257: 19mm: blade: Correction Factor = 1.414

Feature Lot 115


Gra

phi

c Lo

g

200

kPa

Client

Finished

Date logged



2

Drilled Depth(m)


Page of1

StartedRemarks

8

Logged

JA


100 mm)

Orientation

Checked

RJS

1

2

3

07/05/2019


epth

Elevation

07/05/2019

-90°

Co-ordinates

Date Time

HOLEIDENTIFICATION


AU

GE

RH

OLE

LO

G L

OG

S.G

PJ

BA

SE

.GD

T

22/0

5/19

0m: Topsoil.


0m: SILT, some sand; dark brown. Moist; sand, fine tomedium.

0.45m: Fine SAND, some silt; light brown. Mediumdense; moist; poorly graded.

0.7m: Tace silt; light brownish yellow; loose.

1.1m: Medium dense.

1.4m: Fine to medium SAND; light brownish grey,mottled orange. Very loose; moist; well graded.

2.3m: Wet.

2.4m: SILT, minor sand; brownish grey, mottled orange.Stiff; low plasticity; sensitive; sand, fine.

2.8m: Very stiff.

5

8

6

6

6

4

3

2

2

2

2

3

4

3

2

2

1

0.5

0.5

1

1

1

2

1

1

1

1

1

2

3

HIN

UE

RA

FO

RM

AT

ION

93/19

108/19


Fluid Depth(m)

Casing Depth(m)


6

1

100

kPa

Project


Inst

rum

enta

tion

Sam

plin

g

40 kP

a




HA07



07/05/2019

22/05/2019



LOG OF AUGERHOLE


Feature Lot 118


Gra

phi

c Lo

g

200

kPa

Client

Finished

Date logged



2

Drilled Depth(m)


Page of1

StartedRemarks

8

Logged

KD


100 mm)

Orientation

Checked

RJS

1

2

3

07/05/2019


epth

Elevation

07/05/2019

-90°

Co-ordinates

Date Time

HOLEIDENTIFICATION


AU

GE

RH

OLE

LO

G L

OG

S.G

PJ

BA

SE

.GD

T

22/0

5/19

0m: Topsoil.


0m: SILT; dark brown. Moist.

0.35m: Fine to medium SAND, minor silt; black. Dense;moist; well graded.

0.45m: Fine SAND; light brown. Dense; moist; poorlygraded.

0.8m: Medium dense; wood fragment.

1m: Loose.

1.1m: Some silt; brown and black.

1.2m: No silt; medium dense.

1.7m: Wet.

2.1m: Silty fine to medium SAND; light grey. Loose; wet;gap graded.

2.2m: SILT, some sand; grey, light grey, and brownishorange. Very stiff; wet; high plasticity; moderatelysensitive; sand, fine to medium.

2.45m: No sand; streaked black.

2.6m: Extra sensitive; mottled orange.

2.95m: Hard.

2

2

4

10

10

10

12

12

6

4

2

2

3

3

3

4

3

3

3

3

3

2

2

4

5

5

4

4

5

6

HIN

UE

RA

FO

RM

AT

ION

107/31

121/12

216*


Fluid Depth(m)

Casing Depth(m)


6

1

100

kPa

Project


Inst

rum

enta

tion

Sam

plin

g

40 kP

a




HA08



17/04/2019

22/05/2019



LOG OF AUGERHOLE


Feature Lot 120


Gra

phi

c Lo

g

200

kPa

Client

Finished

Date logged



2

Drilled Depth(m)


Page of1

StartedRemarks

8

Logged

NL


100 mm)

Orientation

Checked

RJS

1

2

3

17/04/2019


epth

Elevation

17/04/2019

-90°

Co-ordinates

Date Time

HOLEIDENTIFICATION


AU

GE

RH

OLE

LO

G L

OG

S.G

PJ

BA

SE

.GD

T

22/0

5/19

0m: Topsoil.

0.6m: Alluvial silt and clay.


0.6m: SILT, minor clay; light brown and light brownishgrey, mottled orange. Stiff; moist; high plasticity;moderately sensitive.

0.9m: Very stiff; sensitive.

1.4m: Mottled orange.

1.5m: Extra sensitive.

1.65m: Brownish orange, mottled light grey; wet.

1.75 to 2.2m: Poor recovery.

1.8m: Brown; sensitive.

2.2m: Light grey, mottled orange; moist.

2.4m: Moderately sensitive.

2.6 to 3m: Poor recovery.

HIN

UE

RA

FO

RM

AT

ION

87/40

134/30

171/39

150/17

134/20

138/30

118/34

138/52

150/64


Fluid Depth(m)

Casing Depth(m)


6

1

100

kPa

Project


Inst

rum

enta

tion

Sam

plin

g

40 kP

a




HA09



07/05/2019

22/05/2019



LOG OF AUGERHOLE


Feature Lot 129


Gra

phi

c Lo

g

200

kPa

Client

Finished

Date logged



2

Drilled Depth(m)


Page of1

StartedRemarks

8

Logged

NL


mm)

Orientation

Checked

RJS

1

2

3

07/05/2019


epth

Elevation

07/05/2019

-90°

Co-ordinates

Date Time

HOLEIDENTIFICATION


AU

GE

RH

OLE

LO

G L

OG

S.G

PJ

BA

SE

.GD

T

22/0

5/19

0m: Topsoil.

0.5m: Non-engineered fill.


0m: SILT, some sand, trace gravel; dark brown. Moist;sand, fine; gravel, fine, subrounded, rhyolitic rockfragments.

0.5m: Silty fine to medium SAND; brownish grey.Medium dense; moist; well graded.

0.8m: Sandy SILT; brownish grey. Very stiff; moist; lowplasticity; sensitive; sand, fine.

1.1m: Fine to medium SAND, trace silt; brownish grey.Medium dense; moist; well graded.

1.3m: Fine to course SAND, minor gravel; brownishgrey. Dense; moist; well graded; gravel, fine,subrounded, rhyolitic rock fragments.

2.7m: Silty fine to medium SAND; brownish grey.Dense; wet; well graded.

3

2

2

2

5

6

6

4

4

3

3

3

5

11

13

12

9

8

10

15

15

13

14

14

14

10

8

7

7

7

FIL

LH

INU

ER

A F

OR

MA

TIO

N

121/28


Fluid Depth(m)

Casing Depth(m)


6

1

100

kPa

Project


Inst

rum

enta

tion

Sam

plin

g

40 kP

a




HA10



07/05/2019

22/05/2019


Undertaken on southern edge of Lot.No groundwater encountered.*216 kPa is the shear vane limit

LOG OF AUGERHOLE


Feature Lot 134


Gra

phi

c Lo

g

200

kPa

Client

Finished

Date logged



2

Drilled Depth(m)


Page of1

StartedRemarks

8

Logged

KD


100 mm)

Orientation

Checked

RJS

1

2

3

07/05/2019


epth

Elevation

07/05/2019

-90°

Co-ordinates

Date Time

HOLEIDENTIFICATION


AU

GE

RH

OLE

LO

G L

OG

S.G

PJ

BA

SE

.GD

T

22/0

5/19

0m: Topsoil.




0.4m: SILT, minor sand; light grey. Very stiff; moist; lowplasticity; sand, fine.

0.8m: Sensitive.

1.1m: Light brownish grey and light grey.

1.5m: Stiff; wet.

1.8m: Very stiff.

2.1m: SILT, some sand; brownish grey. Very stiff; wet;low plasticity; sand, fine.

2.7m: Moderately sensitive.

FIL

LH

INU

ER

A F

OR

MA

TIO

N

184*

139/25

100/18

96/17

110/25

184*

184*

133/42


Fluid Depth(m)

Casing Depth(m)


6

1

100

kPa

Project


Inst

rum

enta

tion

Sam

plin

g

40 kP

a




HA11



07/05/2019

22/05/2019



LOG OF AUGERHOLE

DR2257: 19mm blade: Calibrated 2018: Correction Factor = 1.414

Feature Lot 141


Gra

phi

c Lo

g

200

kPa

Client

Finished

Date logged



2

Drilled Depth(m)


Page of1

StartedRemarks

8

Logged

KD


mm)

Orientation

Checked

RJS

1

2

3

07/05/2019


epth

Elevation

07/05/2019

-90°

Co-ordinates

Date Time

HOLEIDENTIFICATION


AU

GE

RH

OLE

LO

G L

OG

S.G

PJ

BA

SE

.GD

T

22/0

5/19

0m: Topsoil.


1.5m: Alluvial sand, silt, andgravel.

0m: SILT, trace organics; dark brown. Moist to wet;organics, rootlets; highly compressible.

0.3m: Silty fine SAND; light brownish grey. Loose;moist; poorly graded.

0.4m: Fine SAND, some silt, trace gravel; light brownishgrey, orange mottling. Dense; moist; poorly graded;gravel, fine, subagular, rhyolitic rock fragments.

1m: Fine to medium SAND; light grey. Dense; moist;poorly graded.

1.3m: Very dense.

1.4m: Moist to wet.

1.5m: Gravelly fine to coarse SAND; brown. Verydense; moist to wet; well graded; gravel, fine,subangular, rhyolitic rock fragments.

2.6m: Gravelly medium to coarse SAND; brown. Wet;poorly graded; gravel, fine, sub angular, rhyolitic rockfragments.

0

1

2

3

9

9

11

12

11

13

12

11

15

22

30

28

32

FIL

LH

INU

ER

A F

OR

MA

TIO

N


Fluid Depth(m)

Casing Depth(m)


6

1

100

kPa

Project


Inst

rum

enta

tion

Sam

plin

g

40 kP

a




HA12



07/05/2019

22/05/2019


Centre of Lot. DCP Refusal at 1.6 m depth.No groundwater encountered.

LOG OF AUGERHOLE

Feature Lot 143


Gra

phi

c Lo

g

200

kPa

Client

Finished

Date logged



2

Drilled Depth(m)


Page of1

StartedRemarks

8

Logged

JA


100 mm)

Orientation

Checked

RJS

1

2

3

07/05/2019


epth

Elevation

07/05/2019

-90°

Co-ordinates

Date Time

HOLEIDENTIFICATION


AU

GE

RH

OLE

LO

G L

OG

S.G

PJ

BA

SE

.GD

T

22/0

5/19

0m: Topsoil.



0.5m: Sandy SILT; light brownish grey, mottled orange.Very stiff; moist; low plasticity; moderately sensitive;sand, fine.

0.9m: Sensitive.

1m: Fine SAND; grey and light grey, mottled orange.Medium dense; moist; poorly graded.

1.6m: Dense.

1.9m: Wet.

2.8m: Silty fine SAND; brownish grey. Dense; wet;poorly graded.

3

3

2

4

4

3

2

3

5

4

5

5

6

6

5

6

7

7

7

7

6

8

8

9

6

8

8

9

14

12

TO

PS

OIL

HIN

UE

RA

FO

RM

AT

ION

116/49

170/46

186/39


Fluid Depth(m)

Casing Depth(m)


6

1

100

kPa

Project


Inst

rum

enta

tion

Sam

plin

g

40 kP

a




HA13



07/05/2019

22/05/2019



LOG OF AUGERHOLE


Feature Lot 138


Gra

phi

c Lo

g

200

kPa

Client

Finished

Date logged



2

Drilled Depth(m)


Page of1

StartedRemarks

8

Logged

JA


100 mm)

Orientation

Checked

RJS

1

2

3

07/05/2019


epth

Elevation

07/05/2019

-90°

Co-ordinates

Date Time

HOLEIDENTIFICATION


AU

GE

RH

OLE

LO

G L

OG

S.G

PJ

BA

SE

.GD

T

22/0

5/19

0m: Topsoil.

0.3m: Alluvial sand andgravel.

0m: SILT, trace organics; dark brown. Dry; organics,rootlets.

0.3m: Fine SAND; grey. Dense; dry; poorly graded.

0.6m: Fine to medium SAND; grey. Dense; moist;poorly graded.

1m: Fine to coarse SAND; light greyish brown. Dense;moist; poorly graded.

1.5m: Medium to coarse SAND, some gravel; greyishbrown, mottled orange. Dense; moist; poorly graded;gravel, fine, subrounded to subangular, rhyolitic rockfragments.

2.4m: Gravelly medium to coarse SAND; greyish brown,mottled orange. Dense; moist to wet; poorly graded;gravel, fine, subrounded to subangular, rhyolitic rockfragments.

2.6m: Medium to coarse SAND, some gravel; greyishbrown, mottled orange. Dense; wet; poorly graded;gravel, fine, subrounded to subangular, rhyolitic rockfragments. 2.7 to 2.9m: Orange.

3

3

5

6

8

9

8

8

8

8

7

8

10

9

11

10

11

11

9

9

10

9

9

10

9

10

9

9

7

8

HIN

UE

RA

FO

RM

AT

ION


Fluid Depth(m)

Casing Depth(m)


6

1

100

kPa

Project


Inst

rum

enta

tion

Sam

plin

g

40 kP

a




HA14



07/05/2019

22/05/2019


Undertaken on southern edge of Lot.No groundwater encountered.

LOG OF AUGERHOLE

Feature Lot 145


Gra

phi

c Lo

g

200

kPa

Client

Finished

Date logged



2

Drilled Depth(m)


Page of1

StartedRemarks

8

Logged

JA


100 mm)

Orientation

Checked

RJS

1

2

3

07/05/2019


epth

Elevation

07/05/2019

-90°

Co-ordinates

Date Time

HOLEIDENTIFICATION


AU

GE

RH

OLE

LO

G L

OG

S.G

PJ

BA

SE

.GD

T

22/0

5/19

0m: Topsoil.


1m: Alluvial sand and gravel.

0m: SILT, minor sand; dark brown. Moist.


0.5m: Sandy SILT; brownish grey. Very stiff; moist;sand, fine.

0.8m: Brown; sensitive.

1m: Fine to medium SAND; brownish grey. Dense;moist; poorly graded.

1.4m: Minor gravel, fine to medium, subrounded to subangular, rhyolitic rock fragments.

1.8m: Some silt; no gravel.

2.1m: Very dense.

2.4m: Fine to coarse SAND, minor gravel; reddishbrown. Moist; well graded.

2.9m: Trace silt.

5

5

7

5

6

6

7

7

7

6

8

8

7

12

13

12

13

10

13

14

11

19

21

FIL

LH

INU

ER

A F

OR

MA

TIO

N

116/28


Fluid Depth(m)

Casing Depth(m)


6

1

100

kPa

Project


Inst

rum

enta

tion

Sam

plin

g

40 kP

a




HA15



07/05/2019

22/05/2019


Centre of Lot. DCP Refusal at 2.3 m depth.No groundwater encountered.*184 kPa is the shear vane limit

LOG OF AUGERHOLE

DR2257: 19mm: blade: Correction Factor = 1.414

Feature Lot 150


Gra

phi

c Lo

g

200

kPa

Client

Finished

Date logged



2

Drilled Depth(m)


Page of1

StartedRemarks

8

Logged

KD


100 mm)

Orientation

Checked

RJS

1

2

3

07/05/2019


epth

Elevation

07/05/2019

-90°

Co-ordinates

Date Time

HOLEIDENTIFICATION


AU

GE

RH

OLE

LO

G L

OG

S.G

PJ

BA

SE

.GD

T

22/0

5/19

0m: Topsoil.





0.4m: Sandy SILT; brownish grey. Very stiff; moist; lowplasticity; moderately sensitive; sand, fine to medium.

0.7m: Fine SAND; yellowish brown. Dense; moist;poorly graded.

1.3m: Fine to medium SAND, minor gravel; brownishorange. Dense; moist; well graded; gravel, fine,subrounded, rhyolitic rock fragments.

1.7m: Some gravel; very dense.

2m: Fine to course SAND, some gravel; brownish grey.Very dense; moist; well graded.

2

5

7

3

3

4

3

8

9

8

10

8

10

11

11

12

9

22

28

27

21

FIL

LH

INU

ER

A F

OR

MA

TIO

N

124/40

110/54


Fluid Depth(m)

Casing Depth(m)


6

1

100

kPa

Project


Inst

rum

enta

tion

Sam

plin

g

40 kP

a




HA16



09/05/2019

22/05/2019


Centre of Lot. DCP Refusal at 2.1 m depth.No groundwater encountered.*184 kPa is the shear vane limit

LOG OF AUGERHOLE


Feature Lot 158


Gra

phi

c Lo

g

200

kPa

Client

Finished

Date logged



2

Drilled Depth(m)


Page of1

StartedRemarks

8

Logged

KD


100 mm)

Orientation

Checked

RJS

1

2

3

09/05/2019


epth

Elevation

09/05/2019

-90°

Co-ordinates

Date Time

HOLEIDENTIFICATION


AU

GE

RH

OLE

LO

G L

OG

S.G

PJ

BA

SE

.GD

T

22/0

5/19

0m: Topsoil.


1.6m: Alluvial sand.


0.2m: Fine to medium SAND, some silt; brownish grey.Medium dense; moist; well graded.

0.7m: Trace gravel, fine, subangular to subrounded.

1.6m: Sandy SILT; brownish orange, streaked black.Very stiff; moist; low plasticity; moderatley sensitive;sand, fine.

2m: Fine to coarse SAND; light brownish grey. Dense;moist; well graded.

2

6

7

5

5

10

9

8

21

17

20

30

21

19

20

15

7

4

5

9

10

12

11

7

12

12

10

10

9

9

FIL

LH

INU

ER

A F

OR

MA

TIO

N

141/45


Fluid Depth(m)

Casing Depth(m)


6

1

100

kPa

Project


Inst

rum

enta

tion

Sam

plin

g

40 kP

a




HA17



09/05/2019

22/05/2019


Undertaken on northern edge of Lot.No groundwater encountered.*184 kPa is the shear vane limit

LOG OF AUGERHOLE


Feature Lot 153


Gra

phi

c Lo

g

200

kPa

Client

Finished

Date logged



2

Drilled Depth(m)


Page of1

StartedRemarks

8

Logged

KD


100 mm)

Orientation

Checked

RJS

1

2

3

09/05/2019


epth

Elevation

09/05/2019

-90°

Co-ordinates

Date Time

HOLEIDENTIFICATION


AU

GE

RH

OLE

LO

G L

OG

S.G

PJ

BA

SE

.GD

T

22/0

5/19

0m: Topsoil.




0.25m: Fine SAND, trace silt; light brown. Dense; moist;poorly graded.

0.45m: Fine to medium SAND, trace silt; light brownishgrey. Dense; moist; well graded.

1m: Fine to coarse SAND, trace silt; brown. Dense;moist; gap graded.

1.15m: Medium to coarse SAND, minor gravel; brown.Very dense; moist; well graded; gravel; fine to medium,subangular to subrounded, rhyolitic rock fragments.

1.5m: Coarse SAND, minor gravel; brown and darkbrown. Dense; dry; poorly graded; gravel, fine tomedium, subangular, rhyolitic rock fragments.

1.7m: Fine to coarse SAND, minor gravel; brown andbrownish grey. Dense; moist; well graded; gravel, fine tomedium, subangular to subrounded, rhyolitic rockfragments.

2 to 2.1m: Grey; gravel, rhyolitic rock fragments and pumiceclasts.

2

3

11

12

9

9

9

10

11

11

16

15

23

23

27

27

9

8

8

6

10

11

8

7

8

8

8

7

7

10

FIL

LH

INU

ER

A F

OR

MA

TIO

N


Fluid Depth(m)

Casing Depth(m)


6

1

100

kPa

Project


Inst

rum

enta

tion

Sam

plin

g

40 kP

a




HA18



09/05/2019

22/05/2019


Centre of Lot.No groundwater encountered.

LOG OF AUGERHOLE

Feature Lot 156


Gra

phi

c Lo

g

200

kPa

Client

Finished

Date logged



2

Drilled Depth(m)


Page of1

StartedRemarks

8

Logged

NL


100 mm)

Orientation

Checked

RJS

1

2

3

09/05/2019


epth

Elevation

09/05/2019

-90°

Co-ordinates

Date Time

HOLEIDENTIFICATION


AU

GE

RH

OLE

LO

G L

OG

S.G

PJ

BA

SE

.GD

T

22/0

5/19

AECOM

River Terraces




Appendix C

CPT Logs

This software is licensed to: AECOM CPT name: CPT201 + 0.33 m fill

Cone resistance

HAND AUGER

qt (MPa)2520151050

Dep

th (

m)

15

14.5

14

13.5

13

12.5

12

11.5

11

10.5

10

9.5

9

8.5

8

7.5

7

6.5

6

5.5

5

4.5

4

3.5

3

2.5

2

1.5

1

0.5

0Cone resistance

C P T b a s i c i n t e r p r e t a t i o n p l o t sFriction Ratio

HAND AUGER

Rf (%)6420

Dep

th (

m)

15

14.5

14

13.5

13

12.5

12

11.5

11

10.5

10

9.5

9

8.5

8

7.5

7

6.5

6

5.5

5

4.5

4

3.5

3

2.5

2

1.5

1

0.5

0Friction Ratio Pore pressure

HAND AUGER

u (kPa)100500

Dep

th (

m)

15

14.5

14

13.5

13

12.5

12

11.5

11

10.5

10

9.5

9

8.5

8

7.5

7

6.5

6

5.5

5

4.5

4

3.5

3

2.5

2

1.5

1

0.5

0Pore pressure

Insitu

SBT Plot

Ic(SBT)4321

Dep

th (

m)

15

14.5

14

13.5

13

12.5

12

11.5

11

10.5

10

9.5

9

8.5

8

7.5

7

6.5

6

5.5

5

4.5

4

3.5

3

2.5

2

1.5

1

0.5

0SBT Plot Soil Behaviour Type

HAND AUGER

SBT (Robertson et al. 1986)181614121086420

Dep

th (

m)

15

14.5

14

13.5

13

12.5

12

11.5

11

10.5

10

9.5

9

8.5

8

7.5

7

6.5

6

5.5

5

4.5

4

3.5

3

2.5

2

1.5

1

0.5

0Soil Behaviour Type

Sand & silty sand

Sand & silty sand

Silty sand & sandy silt

Sand & silty sand

Sand & silty sand

Sand & silty sand

CLiq v.2.0.6.85 - CPT Liquefaction Assessment Software - Report created on: 27/03/2019, 11:36:52 a.m. 1Project file: \\nzham1fp001.au.aecomnet.com\projects\605X\60553307\4. Tech work Area\4.3 Engineering\Geotech\Liquefaction\River Terraces_st2 and 3 MASTER.clq

Input parameters and analysis dataAnalysis method:Fines correction method:Points to test:Earthquake magnitude Mw:Peak ground acceleration:Depth to water table (insitu):

B&I (2014)B&I (2014)Based on Ic value5.900.225.00 m

Depth to GWT (erthq.):Average results interval:Ic cut-off value:Unit weight calculation:Use fill:Fill height:

5.33 m32.60Based on SBTYes0.33 m

Fill weight:Transition detect. applied:Kσ applied:Clay like behavior applied:Limit depth applied:Limit depth:

18.00 kN/m3

YesYesSands onlyYes15.00 m

SBT legend1. Sensitive fine grained

2. Organic material

3. Clay to silty clay

4. Clayey silt to siltyclay5. Silty sand to sandy silt

6. Clean sand to silty sand

7. Gravely sand to sand

8. Very stiff sand toclayey sand9. Very stiff fine grained


Cone resistance

HAND AUGER

qt (MPa)2520151050

Dep

th (

m)

15

14.5

14

13.5

13

12.5

12

11.5

11

10.5

10

9.5

9

8.5

8

7.5

7

6.5

6

5.5

5

4.5

4

3.5

3

2.5

2

1.5

1

0.5

Cone resistance


HAND AUGER

Rf (%)6420

Dep

th (

m)

15

14.5

14

13.5

13

12.5

12

11.5

11

10.5

10

9.5

9

8.5

8

7.5

7

6.5

6

5.5

5

4.5

4

3.5

3

2.5

2

1.5

1

0.5

Friction Ratio Pore pressure

HAND AUGER

u (kPa)1,0005000

Dep

th (

m)

15

14.5

14

13.5

13

12.5

12

11.5

11

10.5

10

9.5

9

8.5

8

7.5

7

6.5

6

5.5

5

4.5

4

3.5

3

2.5

2

1.5

1

0.5

Pore pressure

Insitu

SBT Plot

Ic(SBT)4321

Dep

th (

m)

15

14.5

14

13.5

13

12.5

12

11.5

11

10.5

10

9.5

9

8.5

8

7.5

7

6.5

6

5.5

5

4.5

4

3.5

3

2.5

2

1.5

1

0.5

SBT Plot Soil Behaviour Type

HAND AUGER


Dep

th (

m)

15

14.5

14

13.5

13

12.5

12

11.5

11

10.5

10

9.5

9

8.5

8

7.5

7

6.5

6

5.5

5

4.5

4

3.5

3

2.5

2

1.5

1

0.5

Soil Behaviour Type


Sand & silty sand

Silty sand & sandy siltSand & silty sand

Sand & silty sand

Sand & silty sand

Sand & silty sand

Sand & silty sand

Sand & silty sandSilty sand & sandy siltSilty sand & sandy siltSilty sand & sandy silt







18.00 kN/m3



2. Organic material







Cone resistance

HAND AUGER

qt (MPa)2520151050

Dep

th (

m)

15

14.5

14

13.5

13

12.5

12

11.5

11

10.5

10

9.5

9

8.5

8

7.5

7

6.5

6

5.5

5

4.5

4

3.5

3

2.5

2

1.5

1

0.5

Cone resistance


HAND AUGER

Rf (%)6420

Dep

th (

m)

15

14.5

14

13.5

13

12.5

12

11.5

11

10.5

10

9.5

9

8.5

8

7.5

7

6.5

6

5.5

5

4.5

4

3.5

3

2.5

2

1.5

1

0.5


HAND AUGER

u (kPa)1,0000

Dep

th (

m)

15

14.5

14

13.5

13

12.5

12

11.5

11

10.5

10

9.5

9

8.5

8

7.5

7

6.5

6

5.5

5

4.5

4

3.5

3

2.5

2

1.5

1

0.5

Pore pressure

Insitu

SBT Plot

Ic(SBT)4321

Dep

th (

m)

15

14.5

14

13.5

13

12.5

12

11.5

11

10.5

10

9.5

9

8.5

8

7.5

7

6.5

6

5.5

5

4.5

4

3.5

3

2.5

2

1.5

1

0.5


HAND AUGER


Dep

th (

m)

15

14.5

14

13.5

13

12.5

12

11.5

11

10.5

10

9.5

9

8.5

8

7.5

7

6.5

6

5.5

5

4.5

4

3.5

3

2.5

2

1.5

1

0.5

Soil Behaviour Type

Clay & silty clay

Sand & silty sand


Silty sand & sandy siltSand & silty sand

Sand & silty sandSilty sand & sandy siltSand & silty sandSilty sand & sandy siltSand & silty sand

Sand & silty sandSilty sand & sandy siltSand & silty sandSand & silty sandSand & silty sandSilty sand & sandy siltClay & silty clay

Sand & silty sand


Sand & silty sand

Silty sand & sandy siltSilty sand & sandy silt







18.00 kN/m3



2. Organic material







Cone resistance

HAND AUGER

qt (MPa)2520151050

Dep

th (

m)

15

14.5

14

13.5

13

12.5

12

11.5

11

10.5

10

9.5

9

8.5

8

7.5

7

6.5

6

5.5

5

4.5

4

3.5

3

2.5

2

1.5

1

0.5

Cone resistance


HAND AUGER

Rf (%)6420

Dep

th (

m)

15

14.5

14

13.5

13

12.5

12

11.5

11

10.5

10

9.5

9

8.5

8

7.5

7

6.5

6

5.5

5

4.5

4

3.5

3

2.5

2

1.5

1

0.5


HAND AUGER

u (kPa)1,0005000

Dep

th (

m)

15

14.5

14

13.5

13

12.5

12

11.5

11

10.5

10

9.5

9

8.5

8

7.5

7

6.5

6

5.5

5

4.5

4

3.5

3

2.5

2

1.5

1

0.5

Pore pressure

Insitu

SBT Plot

Ic(SBT)4321

Dep

th (

m)

15

14.5

14

13.5

13

12.5

12

11.5

11

10.5

10

9.5

9

8.5

8

7.5

7

6.5

6

5.5

5

4.5

4

3.5

3

2.5

2

1.5

1

0.5


HAND AUGER


Dep

th (

m)

15

14.5

14

13.5

13

12.5

12

11.5

11

10.5

10

9.5

9

8.5

8

7.5

7

6.5

6

5.5

5

4.5

4

3.5

3

2.5

2

1.5

1

0.5

Soil Behaviour Type

Sand & silty sand

Silty sand & sandy siltSensitive fine grained

Sand & silty sand

Sand

Sand & silty sandSilty sand & sandy silt

Sand & silty sand

Sand & silty sand

Sand & silty sandSand & silty sandSand & silty sand

Sand & silty sandSilty sand & sandy siltSilty sand & sandy silt

Sand & silty sand

Silty sand & sandy siltSand & silty sandSilty sand & sandy siltSand & silty sand







18.00 kN/m3



2. Organic material







Cone resistance

HAND AUGER

qt (MPa)2520151050

Dep

th (

m)

15

14.5

14

13.5

13

12.5

12

11.5

11

10.5

10

9.5

9

8.5

8

7.5

7

6.5

6

5.5

5

4.5

4

3.5

3

2.5

2

1.5

1

0.5

Cone resistance


HAND AUGER

Rf (%)6420

Dep

th (

m)

15

14.5

14

13.5

13

12.5

12

11.5

11

10.5

10

9.5

9

8.5

8

7.5

7

6.5

6

5.5

5

4.5

4

3.5

3

2.5

2

1.5

1

0.5


HAND AUGER

u (kPa)1,0005000

Dep

th (

m)

15

14.5

14

13.5

13

12.5

12

11.5

11

10.5

10

9.5

9

8.5

8

7.5

7

6.5

6

5.5

5

4.5

4

3.5

3

2.5

2

1.5

1

0.5

Pore pressure

Insitu

SBT Plot

Ic(SBT)4321

Dep

th (

m)

15

14.5

14

13.5

13

12.5

12

11.5

11

10.5

10

9.5

9

8.5

8

7.5

7

6.5

6

5.5

5

4.5

4

3.5

3

2.5

2

1.5

1

0.5


HAND AUGER


Dep

th (

m)

15

14.5

14

13.5

13

12.5

12

11.5

11

10.5

10

9.5

9

8.5

8

7.5

7

6.5

6

5.5

5

4.5

4

3.5

3

2.5

2

1.5

1

0.5

Soil Behaviour Type

ClayClay & silty clay

Sand & silty sand


Sand & silty sand

SandSand & silty sandSandSandSand & silty sandSilty sand & sandy siltClayClay & silty clay

Sand & silty sandSilty sand & sandy siltClay & silty clay

Sand & silty sandSandSand & silty sandSandSand & silty sandClay & silty claySilty sand & sandy silt







18.00 kN/m3



2. Organic material






This software is licensed to: AECOM CPT name: CPT204 - 2.01 m cut

Cone resistance

HAND AUGER

qt (MPa)2520151050

Dep

th (

m)

15

14.5

14

13.5

13

12.5

12

11.5

11

10.5

10

9.5

9

8.5

8

7.5

7

6.5

6

5.5

5

4.5

4

3.5

3

2.5

2

1.5

1

0.5

Cone resistance


HAND AUGER

Rf (%)6420

Dep

th (

m)

15

14.5

14

13.5

13

12.5

12

11.5

11

10.5

10

9.5

9

8.5

8

7.5

7

6.5

6

5.5

5

4.5

4

3.5

3

2.5

2

1.5

1

0.5


HAND AUGER

u (kPa)1,0005000

Dep

th (

m)

15

14.5

14

13.5

13

12.5

12

11.5

11

10.5

10

9.5

9

8.5

8

7.5

7

6.5

6

5.5

5

4.5

4

3.5

3

2.5

2

1.5

1

0.5

Pore pressure

Insitu

SBT Plot

Ic(SBT)4321

Dep

th (

m)

15

14.5

14

13.5

13

12.5

12

11.5

11

10.5

10

9.5

9

8.5

8

7.5

7

6.5

6

5.5

5

4.5

4

3.5

3

2.5

2

1.5

1

0.5


HAND AUGER


Dep

th (

m)

15

14.5

14

13.5

13

12.5

12

11.5

11

10.5

10

9.5

9

8.5

8

7.5

7

6.5

6

5.5

5

4.5

4

3.5

3

2.5

2

1.5

1

0.5

Soil Behaviour Type

Silty sand & sandy siltClay & silty clayClay & silty clayClay & silty clayClay & silty claySilty sand & sandy siltClay & silty claySilty sand & sandy siltSilty sand & sandy siltSand & silty sandSilty sand & sandy siltSand & silty sand

Clay & silty claySilty sand & sandy silt


Sand & silty sand

SandSand & silty sandSand & silty sandSandSand & silty sandSand


Sand & silty sand

SandSand & silty sandSand & silty sandSand & silty sand




Depth to GWT (erthq.):Average results interval:Ic cut-off value:Unit weight calculation:Excavation:Excavation depth:


Footing load:Transition detect. applied:Kσ applied:Clay like behavior applied:Limit depth applied:Limit depth:

0.00 kPaYesYesSands onlyYes15.00 m


2. Organic material






This software is licensed to: AECOM CPT name: CPT206 -0.6 m cut

Cone resistance

HAND AUGER

qt (MPa)2520151050

Dep

th (

m)

15

14.5

14

13.5

13

12.5

12

11.5

11

10.5

10

9.5

9

8.5

8

7.5

7

6.5

6

5.5

5

4.5

4

3.5

3

2.5

2

1.5

1

0.5

Cone resistance


HAND AUGER

Rf (%)6420

Dep

th (

m)

15

14.5

14

13.5

13

12.5

12

11.5

11

10.5

10

9.5

9

8.5

8

7.5

7

6.5

6

5.5

5

4.5

4

3.5

3

2.5

2

1.5

1

0.5


HAND AUGER

u (kPa)5000

Dep

th (

m)

15

14.5

14

13.5

13

12.5

12

11.5

11

10.5

10

9.5

9

8.5

8

7.5

7

6.5

6

5.5

5

4.5

4

3.5

3

2.5

2

1.5

1

0.5

Pore pressure

Insitu

SBT Plot

Ic(SBT)4321

Dep

th (

m)

15

14.5

14

13.5

13

12.5

12

11.5

11

10.5

10

9.5

9

8.5

8

7.5

7

6.5

6

5.5

5

4.5

4

3.5

3

2.5

2

1.5

1

0.5


HAND AUGER


Dep

th (

m)

15

14.5

14

13.5

13

12.5

12

11.5

11

10.5

10

9.5

9

8.5

8

7.5

7

6.5

6

5.5

5

4.5

4

3.5

3

2.5

2

1.5

1

0.5

Soil Behaviour Type

Silty sand & sandy siltSand & silty sandSilty sand & sandy siltClay & silty clayClay & silty clayClay & silty claySilty sand & sandy siltSand & silty sandSand & silty sandClay & silty clayClay & silty claySilty sand & sandy siltSand & silty sandSand & silty sandSilty sand & sandy siltSandSand & silty sandSilty sand & sandy siltClaySand & silty sandClay & silty claySand & silty sand

Sand & silty sand

Silty sand & sandy siltSand & silty sandSand & silty sandSand & silty sandSandSand & silty sand

Sand & silty sandSilty sand & sandy siltSilty sand & sandy siltSand & silty sand

Sand & silty sand

Sand & silty sand









2. Organic material






This software is licensed to: AECOM CPT name: CPT-01(r)

Cone resistance

qt (MPa)3020100

Dep

th (

m)

15

14.5

14

13.5

13

12.5

12

11.5

11

10.5

10

9.5

9

8.5

8

7.5

7

6.5

6

5.5

5

4.5

4

3.5

3

2.5

2

1.5

1

0.5

0Cone resistance


Rf (%)1086420

Dep

th (

m)

15

14.5

14

13.5

13

12.5

12

11.5

11

10.5

10

9.5

9

8.5

8

7.5

7

6.5

6

5.5

5

4.5

4

3.5

3

2.5

2

1.5

1

0.5


u (kPa)2000

Dep

th (

m)

15

14.5

14

13.5

13

12.5

12

11.5

11

10.5

10

9.5

9

8.5

8

7.5

7

6.5

6

5.5

5

4.5

4

3.5

3

2.5

2

1.5

1

0.5

0Pore pressure

Insitu

SBT Plot

Ic(SBT)4321

Dep

th (

m)

15

14.5

14

13.5

13

12.5

12

11.5

11

10.5

10

9.5

9

8.5

8

7.5

7

6.5

6

5.5

5

4.5

4

3.5

3

2.5

2

1.5

1

0.5



Dep

th (

m)

15

14.5

14

13.5

13

12.5

12

11.5

11

10.5

10

9.5

9

8.5

8

7.5

7

6.5

6

5.5

5

4.5

4

3.5

3

2.5

2

1.5

1

0.5


Sand & silty sandSilty sand & sandy siltClay & silty claySilty sand & sandy siltClay & silty clayClayClayClay & silty clayClay & silty clayClayClay & silty clayClay & silty clayClaySilty sand & sandy siltClay & silty claySilty sand & sandy siltClay & silty clayClay & silty claySand & silty sand

Sand & silty sandSilty sand & sandy siltClay & silty clayClay & silty clay

Sand & silty sand

SandSand & silty sandSilty sand & sandy silt

Sand & silty sand

Silty sand & sandy siltClay & silty clayClay & silty clay

Sand & silty sand






5.60 m32.60Based on SBTNoN/A


N/AYesYesSand & ClayYes15.00 m


2. Organic material







Cone resistance

qt (MPa)3020100

Dep

th (

m)

15

14.5

14

13.5

13

12.5

12

11.5

11

10.5

10

9.5

9

8.5

8

7.5

7

6.5

6

5.5

5

4.5

4

3.5

3

2.5

2

1.5

1

0.5

0Cone resistance


Rf (%)1086420

Dep

th (

m)

15

14.5

14

13.5

13

12.5

12

11.5

11

10.5

10

9.5

9

8.5

8

7.5

7

6.5

6

5.5

5

4.5

4

3.5

3

2.5

2

1.5

1

0.5


u (kPa)2001000

Dep

th (

m)

15

14.5

14

13.5

13

12.5

12

11.5

11

10.5

10

9.5

9

8.5

8

7.5

7

6.5

6

5.5

5

4.5

4

3.5

3

2.5

2

1.5

1

0.5

0Pore pressure

Insitu

SBT Plot

Ic(SBT)4321

Dep

th (

m)

15

14.5

14

13.5

13

12.5

12

11.5

11

10.5

10

9.5

9

8.5

8

7.5

7

6.5

6

5.5

5

4.5

4

3.5

3

2.5

2

1.5

1

0.5



Dep

th (

m)

15

14.5

14

13.5

13

12.5

12

11.5

11

10.5

10

9.5

9

8.5

8

7.5

7

6.5

6

5.5

5

4.5

4

3.5

3

2.5

2

1.5

1

0.5




Clay & silty clayClay & silty clayClayClay & silty clayClayClay & silty clayClayClayClay & silty clayClay & silty claySilty sand & sandy siltClayClay & silty clayClay & silty claySilty sand & sandy siltSilty sand & sandy siltClay & silty clayClay & silty clay

Sand & silty sand

SandSand & silty sandSand & silty sand

Sand & silty sandSilty sand & sandy siltClay & silty claySilty sand & sandy siltSilty sand & sandy siltSilty sand & sandy silt

Sand & silty sand

Sand









2. Organic material







Cone resistance

qt (MPa)3020100

Dep

th (

m)

9

8.5

8

7.5

7

6.5

6

5.5

5

4.5

4

3.5

3

2.5

2

1.5

1

0.5

0Cone resistance


Rf (%)1086420

Dep

th (

m)

9

8.5

8

7.5

7

6.5

6

5.5

5

4.5

4

3.5

3

2.5

2

1.5

1

0.5


u (kPa)150100500-50

Dep

th (

m)

9

8.5

8

7.5

7

6.5

6

5.5

5

4.5

4

3.5

3

2.5

2

1.5

1

0.5

0Pore pressure

Insitu

SBT Plot

Ic(SBT)4321

Dep

th (

m)

9

8.5

8

7.5

7

6.5

6

5.5

5

4.5

4

3.5

3

2.5

2

1.5

1

0.5



Dep

th (

m)

9

8.5

8

7.5

7

6.5

6

5.5

5

4.5

4

3.5

3

2.5

2

1.5

1

0.5


Sensitive fine grainedSand & silty sandSilty sand & sandy silt


Clay & silty clayClayClay & silty clay

Clay & silty claySilty sand & sandy siltClay & silty clay

Clay

Clay & silty clayClay & silty clayClay & silty clayClay & silty clayClay & silty clayClay & silty claySilty sand & sandy siltSilty sand & sandy siltSand & silty sandSilty sand & sandy siltClayClay & silty clay

Sand & silty sand

Silty sand & sandy siltClayClay & silty claySilty sand & sandy silt

Sand & silty sand

Sand







N/AYesYesSand & ClayNoN/A


2. Organic material







Cone resistance

qt (MPa)20100

Dep

th (

m)

3.4

3.3

3.23.1

3

2.9

2.82.7

2.6

2.5

2.42.3

2.2

2.1

21.9

1.8

1.7

1.6

1.51.4

1.3

1.2

1.11

0.9

0.80.7

0.6

0.5

0.40.3

0.2

0.1

0Cone resistance


Rf (%)1086420

Dep

th (

m)

3.4

3.3

3.2

3.13

2.9

2.8

2.7

2.6

2.5

2.4

2.3

2.22.1

2

1.9

1.8

1.7

1.6

1.5

1.4

1.31.2

1.1

1

0.9

0.8

0.7

0.6

0.50.4

0.3

0.2

0.1


u (kPa)200-20

Dep

th (

m)

3.4

3.3

3.23.1

3

2.9

2.82.7

2.6

2.5

2.42.3

2.2

2.1

21.9

1.8

1.7

1.6

1.51.4

1.3

1.2

1.11

0.9

0.80.7

0.6

0.5

0.40.3

0.2

0.1

0Pore pressure

Insitu

SBT Plot

Ic(SBT)4321

Dep

th (

m)

3.4

3.3

3.23.1

3

2.9

2.82.7

2.6

2.5

2.42.3

2.2

2.1

21.9

1.8

1.7

1.6

1.51.4

1.3

1.2

1.11

0.9

0.80.7

0.6

0.5

0.40.3

0.2

0.1



Dep

th (

m)

3.4

3.3

3.23.1

3

2.9

2.82.7

2.6

2.5

2.42.3

2.2

2.1

21.9

1.8

1.7

1.6

1.51.4

1.3

1.2

1.11

0.9

0.80.7

0.6

0.5

0.40.3

0.2

0.1


Sensitive fine grainedSilty sand & sandy silt

Sand & silty sand


Sand & silty sand









2. Organic material







Cone resistance

qt (MPa)20151050

Dep

th (

m)

3.63.5

3.43.33.2

3.13

2.92.82.7

2.62.52.4

2.32.22.1

21.9

1.81.71.6

1.51.41.3

1.21.1

1

0.90.80.7

0.60.5

0.40.30.2

0.10

Cone resistance


Rf (%)1086420

Dep

th (

m)

3.6

3.53.4

3.33.2

3.13

2.92.8

2.72.62.5

2.42.3

2.22.1

21.9

1.81.7

1.6

1.51.4

1.31.21.1

1

0.90.8

0.70.60.5

0.40.30.20.1


u (kPa)100-10-20

Dep

th (

m)

3.63.5

3.43.33.2

3.13

2.92.82.7

2.62.52.4

2.32.22.1

21.9

1.81.71.6

1.51.41.3

1.21.1

1

0.90.80.7

0.60.5

0.40.30.2

0.10

Pore pressure

Insitu

SBT Plot

Ic(SBT)4321

Dep

th (

m)

3.63.5

3.43.33.2

3.13

2.92.82.7

2.62.52.4

2.32.22.1

21.9

1.81.71.6

1.51.41.3

1.21.1

1

0.90.80.7

0.60.5

0.40.30.2

0.10



Dep

th (

m)

3.63.5

3.43.33.2

3.13

2.92.82.7

2.62.52.4

2.32.22.1

21.9

1.81.71.6

1.51.41.3

1.21.1

1

0.90.80.7

0.60.5

0.40.30.2

0.10

Soil Behaviour TypeSensitive fine grainedClay & silty clay

ClayClay & silty claySilty sand & sandy silt

Sand & silty sand


Sand & silty sand


Sand & silty sand


Sand & silty sand









2. Organic material






AECOM

River Terraces




Appendix D

Liquefaction Assessment


CRR plotFILL

CRR & CSR0.60.40.20

Dep

th (

m)

15

14.5

14

13.5

13

12.5

12

11.5

11

10.5

10

9.5

9

8.5

8

7.5

7

6.5

6

5.5

5

4.5

4

3.5

3

2.5

2

1.5

1

0.5

0CRR plot

During earthq.

L i q u e f a c t i o n a n a l y s i s o v e r a l l p l o t sFS Plot

Factor of safety21.510.50

Dep

th (

m)

15

14.5

14

13.5

13

12.5

12

11.5

11

10.5

10

9.5

9

8.5

8

7.5

7

6.5

6

5.5

5

4.5

4

3.5

3

2.5

2

1.5

1

0.5

0FS Plot

During earthq.

LPI

Liquefaction potential20151050

Dep

th (

m)

15

14.5

14

13.5

13

12.5

12

11.5

11

10.5

10

9.5

9

8.5

8

7.5

7

6.5

6

5.5

5

4.5

4

3.5

3

2.5

2

1.5

1

0.5

0LPI Vertical settlements

FILL

Settlement (cm)2520151050

Dep

th (

m)

15

14.5

14

13.5

13

12.5

12

11.5

11

10.5

10

9.5

9

8.5

8

7.5

7

6.5

6

5.5

5

4.5

4

3.5

3

2.5

2

1.5

1

0.5

0Vertical settlements Lateral displacements

FILL

Displacement (cm)806040200

Dep

th (

m)

15

14.5

14

13.5

13

12.5

12

11.5

11

10.5

10

9.5

9

8.5

8

7.5

7

6.5

6

5.5

5

4.5

4

3.5

3

2.5

2

1.5

1

0.5

0Lateral displacements

CLiq v.2.0.6.85 - CPT Liquefaction Assessment Software - Report created on: 24/05/2019, 2:57:23 p.m. 1Project file: \\nzham1fp001.au.aecomnet.com\projects\605X\60553307\4. Tech work Area\4.3 Engineering\Geotech\Liquefaction\River Terraces_st2 and 3 MASTER.clq






18.00 kN/m3


F.S. color scheme LPI color schemeAlmost certain it will liquefy

Very likely to liquefy

Liquefaction and no liq. are equally likely

Unlike to liquefy

Almost certain it will not liquefy

Very high risk

High risk

Low risk


CRR plotFILL

CRR & CSR0.60.40.20

Dep

th (

m)

15

14.5

14

13.5

13

12.5

12

11.5

11

10.5

10

9.5

9

8.5

8

7.5

7

6.5

6

5.5

5

4.5

4

3.5

3

2.5

2

1.5

1

0.5

CRR plot

During earthq.



Dep

th (

m)

15

14.5

14

13.5

13

12.5

12

11.5

11

10.5

10

9.5

9

8.5

8

7.5

7

6.5

6

5.5

5

4.5

4

3.5

3

2.5

2

1.5

1

0.5

FS Plot

During earthq.

LPI


Dep

th (

m)

15

14.5

14

13.5

13

12.5

12

11.5

11

10.5

10

9.5

9

8.5

8

7.5

7

6.5

6

5.5

5

4.5

4

3.5

3

2.5

2

1.5

1

0.5

LPI Vertical settlementsFILL


Dep

th (

m)

15

14.5

14

13.5

13

12.5

12

11.5

11

10.5

10

9.5

9

8.5

8

7.5

7

6.5

6

5.5

5

4.5

4

3.5

3

2.5

2

1.5

1

0.5

Vertical settlements Lateral displacementsFILL


Dep

th (

m)

15

14.5

14

13.5

13

12.5

12

11.5

11

10.5

10

9.5

9

8.5

8

7.5

7

6.5

6

5.5

5

4.5

4

3.5

3

2.5

2

1.5

1

0.5

Lateral displacements







18.00 kN/m3





Unlike to liquefy


Very high risk

High risk

Low risk


CRR plotFILL

CRR & CSR0.60.40.20

Dep

th (

m)

15

14.5

14

13.5

13

12.5

12

11.5

11

10.5

10

9.5

9

8.5

8

7.5

7

6.5

6

5.5

5

4.5

4

3.5

3

2.5

2

1.5

1

0.5

CRR plot

During earthq.



Dep

th (

m)

15

14.5

14

13.5

13

12.5

12

11.5

11

10.5

10

9.5

9

8.5

8

7.5

7

6.5

6

5.5

5

4.5

4

3.5

3

2.5

2

1.5

1

0.5

FS Plot

During earthq.

LPI


Dep

th (

m)

15

14.5

14

13.5

13

12.5

12

11.5

11

10.5

10

9.5

9

8.5

8

7.5

7

6.5

6

5.5

5

4.5

4

3.5

3

2.5

2

1.5

1

0.5



Dep

th (

m)

15

14.5

14

13.5

13

12.5

12

11.5

11

10.5

10

9.5

9

8.5

8

7.5

7

6.5

6

5.5

5

4.5

4

3.5

3

2.5

2

1.5

1

0.5



Dep

th (

m)

15

14.5

14

13.5

13

12.5

12

11.5

11

10.5

10

9.5

9

8.5

8

7.5

7

6.5

6

5.5

5

4.5

4

3.5

3

2.5

2

1.5

1

0.5








18.00 kN/m3





Unlike to liquefy


Very high risk

High risk

Low risk


CRR plotFILL

CRR & CSR0.60.40.20

Dep

th (

m)

15

14.5

14

13.5

13

12.5

12

11.5

11

10.5

10

9.5

9

8.5

8

7.5

7

6.5

6

5.5

5

4.5

4

3.5

3

2.5

2

1.5

1

0.5

CRR plot

During earthq.



Dep

th (

m)

15

14.5

14

13.5

13

12.5

12

11.5

11

10.5

10

9.5

9

8.5

8

7.5

7

6.5

6

5.5

5

4.5

4

3.5

3

2.5

2

1.5

1

0.5

FS Plot

During earthq.

LPI


Dep

th (

m)

15

14.5

14

13.5

13

12.5

12

11.5

11

10.5

10

9.5

9

8.5

8

7.5

7

6.5

6

5.5

5

4.5

4

3.5

3

2.5

2

1.5

1

0.5



Dep

th (

m)

15

14.5

14

13.5

13

12.5

12

11.5

11

10.5

10

9.5

9

8.5

8

7.5

7

6.5

6

5.5

5

4.5

4

3.5

3

2.5

2

1.5

1

0.5



Dep

th (

m)

15

14.5

14

13.5

13

12.5

12

11.5

11

10.5

10

9.5

9

8.5

8

7.5

7

6.5

6

5.5

5

4.5

4

3.5

3

2.5

2

1.5

1

0.5








18.00 kN/m3





Unlike to liquefy


Very high risk

High risk

Low risk


CRR plotFILL

CRR & CSR0.60.40.20

Dep

th (

m)

15

14.5

14

13.5

13

12.5

12

11.5

11

10.5

10

9.5

9

8.5

8

7.5

7

6.5

6

5.5

5

4.5

4

3.5

3

2.5

2

1.5

1

0.5

CRR plot

During earthq.



Dep

th (

m)

15

14.5

14

13.5

13

12.5

12

11.5

11

10.5

10

9.5

9

8.5

8

7.5

7

6.5

6

5.5

5

4.5

4

3.5

3

2.5

2

1.5

1

0.5

FS Plot

During earthq.

LPI


Dep

th (

m)

15

14.5

14

13.5

13

12.5

12

11.5

11

10.5

10

9.5

9

8.5

8

7.5

7

6.5

6

5.5

5

4.5

4

3.5

3

2.5

2

1.5

1

0.5



Dep

th (

m)

15

14.5

14

13.5

13

12.5

12

11.5

11

10.5

10

9.5

9

8.5

8

7.5

7

6.5

6

5.5

5

4.5

4

3.5

3

2.5

2

1.5

1

0.5



Dep

th (

m)

15

14.5

14

13.5

13

12.5

12

11.5

11

10.5

10

9.5

9

8.5

8

7.5

7

6.5

6

5.5

5

4.5

4

3.5

3

2.5

2

1.5

1

0.5








18.00 kN/m3





Unlike to liquefy


Very high risk

High risk

Low risk

This software is licensed to: AECOM CPT name: CPT204 - 2.01 m cut

CRR plot

EXCAVATED

CRR & CSR0.60.40.20

Dep

th (

m)

15

14.5

14

13.5

13

12.5

12

11.5

11

10.5

10

9.5

9

8.5

8

7.5

7

6.5

6

5.5

5

4.5

4

3.5

3

2.5

2

1.5

1

0.5

CRR plot

During earthq.



Dep

th (

m)

15

14.5

14

13.5

13

12.5

12

11.5

11

10.5

10

9.5

9

8.5

8

7.5

7

6.5

6

5.5

5

4.5

4

3.5

3

2.5

2

1.5

1

0.5

FS Plot

During earthq.

LPI


Dep

th (

m)

15

14.5

14

13.5

13

12.5

12

11.5

11

10.5

10

9.5

9

8.5

8

7.5

7

6.5

6

5.5

5

4.5

4

3.5

3

2.5

2

1.5

1

0.5

LPI Vertical settlements

EXCAVATED


Dep

th (

m)

15

14.5

14

13.5

13

12.5

12

11.5

11

10.5

10

9.5

9

8.5

8

7.5

7

6.5

6

5.5

5

4.5

4

3.5

3

2.5

2

1.5

1

0.5

Vertical settlements Lateral displacements

EXCAVATED


Dep

th (

m)

15

14.5

14

13.5

13

12.5

12

11.5

11

10.5

10

9.5

9

8.5

8

7.5

7

6.5

6

5.5

5

4.5

4

3.5

3

2.5

2

1.5

1

0.5












Unlike to liquefy


Very high risk

High risk

Low risk

This software is licensed to: AECOM CPT name: CPT206 -0.6 m cut

CRR plot

EXCAVATED

CRR & CSR0.60.40.20

Dep

th (

m)

15

14.5

14

13.5

13

12.5

12

11.5

11

10.5

10

9.5

9

8.5

8

7.5

7

6.5

6

5.5

5

4.5

4

3.5

3

2.5

2

1.5

1

0.5

CRR plot

During earthq.



Dep

th (

m)

15

14.5

14

13.5

13

12.5

12

11.5

11

10.5

10

9.5

9

8.5

8

7.5

7

6.5

6

5.5

5

4.5

4

3.5

3

2.5

2

1.5

1

0.5

FS Plot

During earthq.

LPI


Dep

th (

m)

15

14.5

14

13.5

13

12.5

12

11.5

11

10.5

10

9.5

9

8.5

8

7.5

7

6.5

6

5.5

5

4.5

4

3.5

3

2.5

2

1.5

1

0.5


EXCAVATED


Dep

th (

m)

15

14.5

14

13.5

13

12.5

12

11.5

11

10.5

10

9.5

9

8.5

8

7.5

7

6.5

6

5.5

5

4.5

4

3.5

3

2.5

2

1.5

1

0.5

Vertical settlements Lateral displacements

EXCAVATED


Dep

th (

m)

15

14.5

14

13.5

13

12.5

12

11.5

11

10.5

10

9.5

9

8.5

8

7.5

7

6.5

6

5.5

5

4.5

4

3.5

3

2.5

2

1.5

1

0.5












Unlike to liquefy


Very high risk

High risk

Low risk


CRR plot

CRR & CSR0.60.40.20

Dep

th (

m)

15

14.5

14

13.5

13

12.5

12

11.5

11

10.5

10

9.5

9

8.5

8

7.5

7

6.5

6

5.5

5

4.5

4

3.5

3

2.5

2

1.5

1

0.5

0CRR plot

During earthq.



Dep

th (

m)

15

14.5

14

13.5

13

12.5

12

11.5

11

10.5

10

9.5

9

8.5

8

7.5

7

6.5

6

5.5

5

4.5

4

3.5

3

2.5

2

1.5

1

0.5

0FS Plot

During earthq.

LPI


Dep

th (

m)

15

14.5

14

13.5

13

12.5

12

11.5

11

10.5

10

9.5

9

8.5

8

7.5

7

6.5

6

5.5

5

4.5

4

3.5

3

2.5

2

1.5

1

0.5



Dep

th (

m)

15

14.5

14

13.5

13

12.5

12

11.5

11

10.5

10

9.5

9

8.5

8

7.5

7

6.5

6

5.5

5

4.5

4

3.5

3

2.5

2

1.5

1

0.5


Displacement (cm)0

Dep

th (

m)

15

14.5

14

13.5

13

12.5

12

11.5

11

10.5

10

9.5

9

8.5

8

7.5

7

6.5

6

5.5

5

4.5

4

3.5

3

2.5

2

1.5

1

0.5












Unlike to liquefy


Very high risk

High risk

Low risk


CRR plot

CRR & CSR0.60.40.20

Dep

th (

m)

15

14.5

14

13.5

13

12.5

12

11.5

11

10.5

10

9.5

9

8.5

8

7.5

7

6.5

6

5.5

5

4.5

4

3.5

3

2.5

2

1.5

1

0.5

0CRR plot

During earthq.



Dep

th (

m)

15

14.5

14

13.5

13

12.5

12

11.5

11

10.5

10

9.5

9

8.5

8

7.5

7

6.5

6

5.5

5

4.5

4

3.5

3

2.5

2

1.5

1

0.5

0FS Plot

During earthq.

LPI


Dep

th (

m)

15

14.5

14

13.5

13

12.5

12

11.5

11

10.5

10

9.5

9

8.5

8

7.5

7

6.5

6

5.5

5

4.5

4

3.5

3

2.5

2

1.5

1

0.5


Settlement (cm)21.510.50

Dep

th (

m)

15

14.5

14

13.5

13

12.5

12

11.5

11

10.5

10

9.5

9

8.5

8

7.5

7

6.5

6

5.5

5

4.5

4

3.5

3

2.5

2

1.5

1

0.5


Displacement (cm)0

Dep

th (

m)

15

14.5

14

13.5

13

12.5

12

11.5

11

10.5

10

9.5

9

8.5

8

7.5

7

6.5

6

5.5

5

4.5

4

3.5

3

2.5

2

1.5

1

0.5












Unlike to liquefy


Very high risk

High risk

Low risk


CRR plot

CRR & CSR0.60.40.20

Dep

th (

m)

3.4

3.3

3.23.1

3

2.9

2.82.7

2.6

2.5

2.4

2.32.2

2.1

2

1.91.8

1.7

1.6

1.51.4

1.3

1.2

1.11

0.9

0.80.7

0.6

0.5

0.40.3

0.2

0.1

0CRR plot

During earthq.



Dep

th (

m)

3.4

3.3

3.23.1

3

2.9

2.82.7

2.6

2.5

2.4

2.32.2

2.1

2

1.91.8

1.7

1.6

1.51.4

1.3

1.2

1.11

0.9

0.80.7

0.6

0.5

0.40.3

0.2

0.1

0FS Plot

During earthq.

LPI


Dep

th (

m)

3.4

3.3

3.23.1

3

2.9

2.82.7

2.6

2.5

2.4

2.32.2

2.1

2

1.91.8

1.7

1.6

1.51.4

1.3

1.2

1.11

0.9

0.80.7

0.6

0.5

0.40.3

0.2

0.1


Settlement (cm)0.40.30.20.10

Dep

th (

m)

3.4

3.33.2

3.1

3

2.92.8

2.7

2.62.5

2.4

2.32.2

2.1

2

1.91.8

1.7

1.6

1.5

1.4

1.31.2

1.1

1

0.90.8

0.7

0.60.5

0.4

0.3

0.2

0.1


Displacement (cm)0

Dep

th (

m)

3.4

3.3

3.23.1

3

2.9

2.82.7

2.6

2.5

2.4

2.32.2

2.1

2

1.91.8

1.7

1.6

1.51.4

1.3

1.2

1.11

0.9

0.80.7

0.6

0.5

0.40.3

0.2

0.1












Unlike to liquefy


Very high risk

High risk

Low risk


CRR plot

CRR & CSR0.60.40.20

Dep

th (

m)

3.63.5

3.43.33.2

3.13

2.92.82.7

2.62.52.4

2.32.22.1

21.9

1.81.71.6

1.51.41.3

1.21.1

1

0.90.80.7

0.60.50.40.30.2

0.10

CRR plot

During earthq.



Dep

th (

m)

3.63.5

3.43.33.2

3.13

2.92.82.7

2.62.52.4

2.32.22.1

21.9

1.81.71.6

1.51.41.3

1.21.1

1

0.90.80.7

0.60.50.40.30.2

0.10

FS Plot

During earthq.

LPI


Dep

th (

m)

3.63.5

3.43.33.2

3.13

2.92.82.7

2.62.52.4

2.32.22.1

21.9

1.81.71.6

1.51.41.3

1.21.1

1

0.90.80.7

0.60.50.40.30.2

0.10


Settlement (cm)0.150.10.050

Dep

th (

m)

3.63.5

3.43.33.23.1

3

2.92.82.72.62.52.4

2.32.22.1

21.9

1.81.71.6

1.51.41.3

1.21.1

10.90.80.70.60.50.40.30.20.1


Displacement (cm)0

Dep

th (

m)

3.63.5

3.43.33.2

3.13

2.92.82.7

2.62.52.4

2.32.22.1

21.9

1.81.71.6

1.51.41.3

1.21.1

1

0.90.80.7

0.60.50.40.30.2

0.10












Unlike to liquefy


Very high risk

High risk

Low risk

AECOM NZ Limited121 Rostrevor StreetHamilton, 3240New Zealand

Overall Liquefaction Potential Index report

Project title : River Terraces Stage 3

Location : Ngaruawahia

CPTU name

CPT2

01 +

0.3

3 m

fill

CPT2

02 +

0.5

2 m

fill

CPT2

03 +

2.7

3 m

fill

CPT2

05 +

1.1

7 m

fill

CPT2

07 +

0.3

2 m

fill

CPT2

04 -

2.0

1 m

cut

CPT2

06 -

0.6

m c

ut

CPT-

01(r

)

CPT-

02(r

)

CPT-

04(r

)

CPT-

05(r

)

LPI

valu

e

22.00

21.00

20.00

19.00

18.00

17.00

16.00

15.00

14.00

13.00

12.00

11.00

10.00

9.00

8.00

7.00

6.00

5.00

4.00

3.00

2.00

1.00

0.00

8.169

19.159

7.558

0.958 0.9441.734 2.017

1.439

0.3640.022 0.002

LPI color schemeVery high risk

High risk

Low risk

Basic statistics

Total CPT number: 11

25.00% low risk

6.25% high risk

3.13% very high risk

CLiq v.2.0.6.85 - CPT Liquefaction Assessment Software 1Project file: \\nzham1fp001.au.aecomnet.com\projects\605X\60553307\4. Tech work Area\4.3 Engineering\Geotech\Liquefaction\River Terraces_st2 and 3 MASTER.clq


Overall Liquefaction Severity Number report



CPTU name

CPT2

01 +

0.3

3 m

fill

CPT2

02 +

0.5

2 m

fill

CPT2

03 +

2.7

3 m

fill

CPT2

05 +

1.1

7 m

fill

CPT2

07 +

0.3

2 m

fill

CPT2

04 -

2.0

1 m

cut

CPT2

06 -

0.6

m c

ut

CPT-

01(r

)

CPT-

02(r

)

CPT-

04(r

)

CPT-

05(r

)

LSN

val

ue

50.0048.00

46.0044.0042.00

40.0038.0036.0034.0032.0030.00

28.0026.0024.0022.0020.0018.0016.00

14.0012.0010.00

8.006.004.00

2.000.00

24.956

41.711

23.36

5.054 4.6276.213

7.956

5.18

2.4051.522 0.697

Basic statistics


25.00% little liquefaction

0.00% minnor liquefaction

6.25% moderate liquefaction

LSN color schemeSevere damageMajor expression of liquefactionModerate to severe exp. of liquefactionModerate expression of liquefactionMinor expression of liquefactionLittle to no expression of liquefaction

0.00% moderate to major liquefaction

3.13% major liquefaction

0.00% severe liquefaction



Overall Probability for Liquefaction report



CPTU name

CPT2

01 +

0.3

3 m

fill

CPT2

02 +

0.5

2 m

fill

CPT2

03 +

2.7

3 m

fill

CPT2

05 +

1.1

7 m

fill

CPT2

07 +

0.3

2 m

fill

CPT2

04 -

2.0

1 m

cut

CPT2

06 -

0.6

m c

ut

CPT-

01(r

)

CPT-

02(r

)

CPT-

04(r

)

CPT-

05(r

)

Ove

rall

Prob

abili

ty (%

)

85.00

80.00

75.00

70.00

65.00

60.00

55.00

50.00

45.00

40.00

35.00

30.00

25.00

20.00

15.00

10.00

5.00

0.00

21.228

74.738

19.088

5.299 5.283 6.215 6.584 5.851 4.686 4.364 4.346

Probability color schemeVery High Probability

High Probability

Low Probability

Basic statistics


25.00% low probability

6.25% high probability

3.13% very high probability



Overall vertical settlements report



CPTU name

CPT2

01 +

0.3

3 m

fill

CPT2

02 +

0.5

2 m

fill

CPT2

03 +

2.7

3 m

fill

CPT2

05 +

1.1

7 m

fill

CPT2

07 +

0.3

2 m

fill

CPT2

04 -

2.0

1 m

cut

CPT2

06 -

0.6

m c

ut

CPT-

01(r

)

CPT-

02(r

)

CPT-

04(r

)

CPT-

05(r

)

Ver

tica

l set

tlem

ent (

cm)

38.00

36.00

34.00

32.00

30.00

28.00

26.00

24.00

22.00

20.00

18.00

16.00

14.00

12.00

10.00

8.00

6.00

4.00

2.00

0.00

25.533

33.001

18.198

5.283 4.7084.02

7.913

5.482

2.362

0.407 0.15



Overall lateral displacements report



CPTU name

CPT2

01 +

0.3

3 m

fill

CPT2

02 +

0.5

2 m

fill

CPT2

03 +

2.7

3 m

fill

CPT2

05 +

1.1

7 m

fill

CPT2

07 +

0.3

2 m

fill

CPT2

04 -

2.0

1 m

cut

CPT2

06 -

0.6

m c

ut

CPT-

01(r

)

CPT-

02(r

)

CPT-

04(r

)

CPT-

05(r

)

Late

ral d

ispl

acem

ent (

cm)

380.00

360.00

340.00

320.00

300.00

280.00

260.00

240.00

220.00

200.00

180.00

160.00

140.00

120.00

100.00

80.00

60.00

40.00

20.00

0.00

88.37

320.161

251.68

12.0053.745

23.77 21.977

0 0 0 0



PGA Based Parametric Analysis

Settlements vs PGA

PGA (g)0.220.20.180.160.140.120.10.080.06

Set

tlem

ents

(cm

)

3332313029282726252423222120191817161514131211109876543210

C PT201 + 0.33 m fill copyC PT202 + 0.52 m fill copyC PT203 + 2.73 m fill copyC PT205 + 1.17 m fill copyC PT207 + 0.32 m fill copyC PT204 - 2.01 m cut copyC PT206 -0.6 m cut copyC PT-01(r) copyC PT-02(r) copyC PT-04(r) copyC PT-05(r) copy

Settlements vs PGA

:: CPT main liquefaction parameters details ::

GWT in situ(m)

CPT Name EarthquakeMag.

GWT earthq.(m)

Assesment method

AECOM

River Terraces




D-1

Appendix D Liquefaction Assessment Table 3 General performance levels of liquefied deposits (Reproduced from Table 5.1 in Module 3)

Table 4 Summary of performance level from liquefaction results

1 CPT203 is designated L3 with lateral displacements taken into account.

2 CPT-04(r) and 05(r) had test depths of 3.4 and 3.6 respectively and therefore the liquefaction risks are likely to be understated.

CPT Vertical settlement (mm)

LPI LSN Performance Level

Effect

CPT201 260 9 25 L4 Severe

CPT202 330 19 42 L4 Severe

CPT203 180 8 23 L3 High1

CPT204 40 2 5 L2 Moderate




CPT-01(r) 60 2 6 L2 Moderate



CPT-04(r) 10 0 2 L1 Mild2

CPT-05(r) 10 0 1 L1 Mild2

AECOM

River Terraces




Appendix E

Construction records

Stage 3B Client Name: Perjuli Developments LimitedProject Name: River Terraces Stage 3

Project No: 60553307Depth DCP01 DCP02 DCP03 DCP04 DCP05 DCP06 DCP07 DCP08 DCP09 DCP10 DCP11 DCP12 DCP13 DCP14 DCP15 DCP16 DCP17 DCP18 DCP19

0 3 1 2 1 1 2 2 2 2 1 1 1 2 2 1 2 2 5 20.1 3 3 2 2 1 3 3 3 3 2 2 1 3 3 3 5 4 12 90.2 4 3 2 3 1 11 5 4 4 4 3 2 5 6 3 7 5 12 140.3 4 4 3 6 3 12 4 3 6 4 3 4 4 5 3 3 5 13 170.4 5 5 4 7 5 9 5 4 6 5 6 3 8 6 5 3 6 18 21/700.5 5 5 6 8 7 9 5 6 7 8 7 7 11 5 5 4 10 180.6 6 6 6 8 8 9 5 6 9 8 7 8 21+ 5 5 3 18 200.7 8 6 8 6 8 10 8 9 9 12 10 9 9 5 8 13 190.8 9 10 8 9 9 11 7 11 10 9 13 7 9 21/800.9 20 14 9 9 10 11 6 17 9 8 19 7 8

1 16 101.1 15 81.2 23 101.3 23 111.4 27 111.5 27 121.6 9 91.7 8 221.8 8 281.9 6 27

2 10 212.1 112.2 82.3 72.4 82.5 82.6 82.7 72.8 72.9 10

Stage 3bRevision 0 21 May 2019

Page 1 of 7Print Date: 5/06/2019

Stage 3C Client Name: Perjuli Developments LimitedProject Name: River Terraces Stage 3

Project No: 60553307Depth DCP01 DCP02 DCP03 DCP04 DCP05 DCP06 DCP07 DCP08 DCP09 DCP10 DCP11 DCP12 DCP13 DCP14 DCP15 DCP16 DCP17 DCP18 DCP19 DCP20

0 3 5 3 3 3 5 2 4 4 4 5 1 3 5 2 1 2 2 6 70.1 8 5 5 8 5 5 6 4 6 4 4 2 4 5 4 5 2 4 11 80.2 5 4 7 10 5 6 5 4 5 4 5 4 5 7 9 5 6 8 14 70.3 5 4 6 12 6 5 5 5 4 4 7 4 4 5 12 3 8 8 16 110.4 4 5 7 15 7 5 5 4 6 4 7 4 4 6 15 3 11 11 11 140.5 5 9 7 16 4 3 6 5 5 4 5 5 4 6 16 5 10 8 10 130.6 10 8 5 16 8 5 5 6 4 4 5 7 5 7 19 9 8 9 10 130.7 11 6 5 15 5 5 3 5 5 5 7 8 10 7 19 15 11 10 9 140.8 13 7 6 8 7 5 5 6 5 4 5 10 7 23 13 14 10 10 120.9 12 10 9 5 4 11 4 5 4 4 6 8 6 19 15 18 8 10 11

1 10 7 5 4 8 5 8 5 7 6 12 8 19 15 15 8 12 111.1 7 8 6 4 11 5 8 4 8 7 12 8 13 16 14 9 14 101.2 7 6 4 9 4 5 4 5 7 17 7 14 14 10 8 14 101.3 7 9 4 10 4 4 7 4 6 18 12 14 16 15 10 17 101.4 7 12 4 8 5 4 5 4 5 24 13 15 17 13 12 18 131.5 9 6 9 5 9 5 4 6 23 12 18 21 13 13 14 101.6 10 5 8 5 8 6 8 9 13 18 26/60 16 12 26/50 101.7 10 4 10 4 8 21 8 6 10 12 16 20 161.8 10 4 10 8 8 7 13 10 23 18 231.9 11 4 10 8 8 14 17 21 20

2 8 6 14 112.1 5 14 192.2 7 14 212.3 8 21

Stage 3cRevision 0 21 May 2019


Stage 3C Client Name: Perjuli Developments LimitedProject Name: River Terraces Stage 3

Project No: 60553307Depth DCP21 DCP22 DCP23 DCP24 DCP25 DCP26 DCP27 DCP28

0 1 3 2 3 0 1 2 20.1 3 4 6 5 1 1 2 30.2 16 9 7 7 2 3 5 20.3 15 10 5 8 3 4 3 30.4 12 10 5 6 9 5 4 50.5 8 7 10 6 9 5 5 50.6 7 8 9 7 11 6 5 50.7 10 8 8 6 12 7 5 50.8 8 8 21 7 11 13 4 70.9 9 9 17 15 13 13 4 6

1 20 19 12 16 9 51.1 30 21 11 11 18 111.2 21 15 13 22 161.3 19 22 20+ 20 131.4 20 30 18 231.5 15 28 22 21+1.6 7 32 181.7 4 121.8 5 131.9 9 16

2 10 162.1 12 122.2 11 132.3 7 102.4 12 92.5 12 112.6 102.7 102.8 92.9 9

Stage 3cRevision 0 21 May 2019


Stage 3D Client Name: Perjuli Developments LimitedProject Name: River Terraces Stage 3

Project No: 60553307Depth DCP01 DCP02 DCP03 DCP04 DCP05 DCP06 DCP07 DCP08 DCP09

0 3 3 2 3 2 2 2 2 50.1 3 2 3 3 2 3 2 1 40.2 5 4 4 2 2 2 2 1 20.3 3 7 6 2 1 1 1 1 30.4 5 8 7 3 3 3 4 2 30.5 6 9 10 3 5 5 5 1 20.6 5 10 5 3 6 6 5 1 30.7 3 subgrade 7 5 7 5 4 5 4 30.8 2 10 4 5 6 5 5 2 30.9 4 7 4 4 10 5 5 1 2

1 3 5 7 8 5 5 5 1 31.1 7 7 8 6 3 12 5 1 31.2 6 9 8 11 6 10 4 1 31.3 7 8 7 12 9 6 3 2 61.4 5 7 9 17 8 7 3 5 41.5 4 8 8 11 13 6 3 4 31.6 6 8 8 12 13 10 4 5 51.7 4 9 5 17 14 12 4 7 41.8 6 7 6 11 13 17 4 9 41.9 9 7 7 16 12 17 4 10 5

2 9 4 9 13 13 15 6 14 42.1 7 5 10 15 8 14 6 16 92.2 4 6 9 15 15 17 8 15 82.3 10 15 17 7 15 102.4 16 21+ 18 6 152.5 11 19 18 21+2.6 16 21+ 21+2.7 172.8 21+

Stage 3dRevision 0 21 May 2019


Stage 3E Client Name: Perjuli Developments LimitedProject Name: River Terraces Stage 3

Project No: 60553307Depth DCP01 DCP02 DCP03 DCP04 DCP05 DCP06 DCP07 DCP08 DCP09 DCP10 DCP11 DCP12 DCP13 DCP14 DCP15 DCP16 DCP17 DCP18 DCP19 DCP20

0 2 1 3 2 2 5 4 4 6 6 5 4 5 4 3 4 0 0 1 10.1 2 2 3 3 3 7 10 5 6 5 4 4 5 5 4 4 4 0.5 2 20.2 2 3 3 4 3 7 7 5 6 4 5 5 5 6 5 5 6 0.5 3 10.3 1 3 3 3 5 6 6 6 4 5 6 5 6 7 6 5 5 0.5 3 10.4 5 5 5 5 7 6 10 5 4 6 5 5 7 6 7 5 4 0.5 1 70.5 4 5 5 5 8 20 19 5 7 6 6 5 3 7 1 70.6 5 5 6 8 8 24 13 6 8 5 5 6 6 70.7 4 4 7 9 8 10 7 6 6 5 8 90.8 5 4 6 12 9 8 60.9 5 5 7 10 8 8

1 5 8 6 9 8 101.1 9 7 5 8 10 111.2 8 7 6 9 9 121.3 6 6 4 9 91.4 6 5 4 7 51.5 4 4 3 61.6 71.71.81.9

Top 0.4 m = topsoil (DCP01-05)

Stage 3eRevision 0 21 May 2019


Stage 3E Client Name: Perjuli Developments LimitedProject Name: River Terraces Stage 3

Project No: 60553307Depth DCP21 DCP22 DCP23 DCP24 DCP25 DCP26 DCP27 DCP28

0 1 1 0.5 4 6 4 2 30.1 2 0.33 0.5 5 6 6 2 80.2 2 0.33 0.5 7 6 5 3 50.3 4 0.33 0.5 6 30.4 11 3 2 11 30.5 10 4 5 40.6 4 6 40.7 3 5 4

Stage 3eRevision 0 21 May 2019


Stage 3F Client Name: Perjuli Developments LimitedProject Name: River Terraces Stage 3

Project No: 60553307Depth DCP01 DCP02 DCP03 DCP04 DCP05 DCP06

0 2 1 1 4 5 50.1 1 3 2 3 6 50.2 1 5 2 4 4 30.3 1 3 2 3 3 30.4 1 2 2 3 2 30.5 1 2 2 20.6 2 4 3 30.7 2 3 3 3

Stage 3fRevision 0 21 May 2019


AECOM

River Terraces




Appendix F

Schedule 2A Certificate

AECOM

River Terraces




SCHEDULE 2A

STATEMENT OF PROFESSIONAL OPINION AS TO

SUITABILITY OF LAND FOR BUILDING CONSTRUCTION

Development: River Terraces Stage 3B, 3C, 3D, 3E, and 3F

Developer: Callum Brae / Tainui Ltd (Stage 17B) Perjuli Developments Limited

Location: Great South Road, Ngaruawahia

I, Russell Allison Of AECOM New Zealand Ltd, PO Box 434, Hamilton

(Full Name)

Hereby confirm that:

1. I am a geo-professional as defined in section 1.2.2 of NZS 4404:2010 working for AECOM New Zealand Ltd. AECOM was retained by the developer as the geo-professional on the above development.

2. The extent of inspections during construction and the results of all tests and/or re-evaluations carried out by AECOM are as described in the geotechnical completion report dated 28 May 2019.

3. In my professional opinion, not to be construed as a guarantee, I consider that:

(a) The original ground not affected by filling is suitable for the erection of buildings designed according to NZS 3604 provided that:

i. Shallow geotechnical testing of each lot is to be undertaken as part of the house design/building process, by a Chartered Professional Engineer (Geotechnical practice area) or Professional Engineering Geologist registered with Engineering New Zealand, to enable specific foundation recommendations to be provided for each of the lots in the development with consideration to the underlying subgrade strength, groundwater levels and liquefaction resilience, as described in Sections 8.1 and 8.2 of the geotechnical completion report dated 28 May 2019.

ii. A Chartered Professional Engineer (Geotechnical practice area) or Professional Engineering Geologist registered with Engineering New Zealand familiar with this report reviews all proposals for earthworks and buildings, as described in Section 8.3 and 8.4 geotechnical completion report dated 28 May 2019, prior to any works being undertaken on any of the lots.


(b) Subject to 3(a) of this schedule, the filled ground is suitable for the erection of buildings designed according to NZS 3604 provided that:

i. Shallow geotechnical testing of each lot is to be undertaken as part of the house design/building process, by a Chartered Professional Engineer (Geotechnical practice area) or Professional Engineering Geologist registered with Engineering New Zealand, to enable specific foundation recommendations to be provided for each of the lots in the development with consideration to the underlying subgrade strength, groundwater

AECOM

River Terraces




levels and liquefaction resilience, as described in Sections 8.1 and 8.2 of the geotechnical completion report dated 28 May 2019

ii. A Chartered Professional Engineer (Geotechnical practice area) or Professional Engineering Geologist registered with Engineering New Zealand familiar with this report reviews all proposals for earthworks and buildings, as described in Section 8.3 and 8.4 of the geotechnical completion report dated 28 May 2019, prior to any works being undertaken on any of the lots.


(c) The original ground not affected by filling and the filled ground is not subject to erosion, subsidence or slippage in accordance with the provisions of section 106 of the Resource Management Act 1991 provided that:

i. All stormwater discharges are to be managed on each lot using an on-site soakage system

4. This professional opinion is furnished to the TA and the developer for their purposes alone on the express condition that it will not be relied upon by any other person and does not remove the necessity for the normal inspection of foundation conditions at the time of erection of any building.

5. This certificate shall be read in conjunction with my geotechnical report referred to in clause 2 above and shall not be copied or reproduced except in conjunction with the full geotechnical completion report.

Signed:

Date: 28 May 2019

Russell Allison

BSc(Hons), CPEng 1006885

River Terraces Subdivision, Ngaruawahia · AECOM River Terraces River Terraces Subdivision, Ngaruawahia – Stages 3b - 3f and NZS4404:2010 Schedule 2a Completion Report P:\605X\60553307\8.

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