Appendix H Geotechnical Assessment Report prepared by AECOM

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Appendix H – Geotechnical Assessment Report prepared by AECOM

\\NZHAM1FP001\Projects\605X\60597413\500_DELIV\502_Final Reports\Geotech\190318_Geotechnical Assessment Report_Endeavor Ave.docx Revision 0 – 18-Mar-2019 Prepared for – Housing New Zealand Limited – Co No.: 544867

Endeavour Ave, Hamilton

Housing New Zealand Limited

18-Mar-2019

Endeavour Ave Development, Hamilton

Geotechnical Assessment Report

AECOM


Endeavour Ave Development, Hamilton – Geotechnical Assessment Report


Endeavour Ave Development, Hamilton

Geotechnical Assessment Report

Client: Housing New Zealand Limited

Co No.: 544867

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

18-Mar-2019

Job No.: 60597413

AECOM in Australia and New Zealand is certified to ISO9001, ISO14001 AS/NZS4801 and OHSAS18001.

© 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

party should rely on this document without the prior written consent of AECOM. AECOM undertakes no duty, nor accepts any responsibility, to any

third party who may rely upon or use this document. This document has been prepared based on the Client’s description of its requirements and

AECOM’s experience, having regard to assumptions that AECOM can reasonably be expected to make in accordance with sound professional

principles. AECOM may also have relied upon information provided by the Client and other third parties to prepare this document, some of which

may not have been verified. Subject to the above conditions, this document may be transmitted, reproduced or disseminated only in its entirety.

AECOM




Quality Information

Document Endeavour Ave Development, Hamilton

Ref 60597413

Date 18-Mar-2019

Prepared by Aaron Huesser

Reviewed by Darren Maxwell, Kevin Anderson

Revision History

Rev Revision Date Details

Authorised

Name/Position Signature

0 18-Mar-2019 For Information Sarah Halliday Project Manager

AECOM




Table of Contents

1.0 Introduction 1 2.0 Scope of Assessment 1 3.0 Site Description 1 4.0 Geological Setting 2 5.0 Site Investigation 2

5.1 Ground Conditions 2 5.1.1 Shallow Ground Investigation 2 5.1.2 Cone Penetration Testing 3

6.0 Geotechnical Assessment 3 6.1 Static Settlement 3 6.2 Expansive Soils 3 6.3 Soil Liquefaction 3

6.3.1 General 3 6.3.2 MBIE and NZGS Geotechnical Guidelines 3 6.3.3 Seismic hazard 4 6.3.4 Assessment methodology 4 6.3.5 Aging Factors 4 6.3.6 Results and interpretation 5 6.3.7 Intermediate events 6 6.3.8 Lateral displacement 6

7.0 Development recommendations 7 7.1 Soil bearing capacity and settlement 7 7.2 Liquefaction 7 7.3 Pavements 7 7.4 Site Works 7

8.0 Summary 8 9.0 Limitations 8 10.0 References 9

Appendix A Plans A

Appendix B Logs B

Appendix C Liquefaction Analysis C

Appendix D Static Settlement Analysis D

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1.0 Introduction

AECOM New Zealand Limited (AECOM) has been engaged by Housing New Zealand Limited (HNZ) to undertake a geotechnical assessment for the construction of 65 new residential units at a vacant site adjacent to the Flagstaff Shopping Centre, located on Endeavour Avenue, Hamilton (hereafter referred to as the site).

This report presents the results of the geotechnical investigation carried out on the site and provides a discussion of geotechnical constraints and preliminary recommendations for building foundations for the proposed development. We understand this report, if required, will support a land use consent application for the site.

Based on the plans provided to AECOM, the site covers an area of 19,695 m2 and HNZ propose to

develop 65 new residential units comprising 14 single bed units, 24 three bed units (duplex), 24 four bed units (duplex) and 3 five plus one bed units (duplex). Elevations or detailed drawings of the units have not been provided to AECOM.

The preliminary layout of the development presented in Appendix A.

2.0 Scope of Assessment

The scope of work for this assessment is based on the layout plan provided by HNZ. The limited scope of this assessment includes:

Review of available information relevant to the site including proposed site layout plan, topographical information, geological maps and existing geotechnical information.

Walkover of the site by an AECOM engineering geologist to identify geomorphic features that may impact development of the property

Seven hand augered drillholes with accompanying soil strength tests such as Dynamic Cone Penetrometer (DCP or Scala Penetrometer) tests and shear vanes tests, to a maximum depth of 3 m below existing ground level.

Cone Penetration Tests (CPT) to inform assessment of soil liquefaction and static settlement.

Assessment of geotechnical constraints that may impact development and preliminary recommendations for building foundations.

Preparation of a summary report to inform development planning

3.0 Site Description

The site has a total land area of approximately 19,700 m2 and is located in the Flagstaff suburb of

Hamilton. The site is located adjacent to the Flagstaff Shopping Centre, situated on Endeavour Avenue, Hamilton.

The site is currently vacant comprising a grassed recreational area and bounded by a sports field to the north, the shopping centre to the west and residential development to the south and east. The site is gently sloping towards the west which directs overland water flow to a swale running parallel to the western boundary.

Hamilton City Council wastewater and stormwater pipes cross the site. The wastewater pipe is buried approximately 5 metres below ground level, oriented roughly North West to South East, and extends across the entire site. The stormwater pipe extends from an existing structure near the South East corner of the site and extends towards north-northwest terminating near the sites northern boundary. It contains a short westward orientated extension, and the burial depth of the stormwater pipe is unknown but likely to be relatively shallow.

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4.0 Geological Setting

The site is located approximately in the centre of the Middle Waikato Basin (Hamilton Lowlands), in northern residential Hamilton. A geological map of the area (Edbrooke, 2005) indicates that the site is underlain by Hinuera Formation materials.

The youngest geological unit expected at the site is the Hinuera Formation which was deposited between 50,000 and 17,000 years ago by an ancient braided river system. The river system later became entrenched and formed the Waikato River. The Hinuera formation is typically the near surface geology of the plains in the Hamilton area.

The Hinuera Formation consists of rhyolitic and pumiceous gravel, sand and silt. Localised, surface and subsurface peat or organic silt deposits can be present. There is distinct cross-bedding throughout the formation, and soil conditions can be highly variable.

The site geology plan is shown in Appendix A.

5.0 Site Investigation

The site investigation was undertaken by AECOM engineering geologists on 13 February 2019. Each of the investigation holes were logged in general accordance with the New Zealand Geotechnical Society (NZGS) Guidelines for Field Description of Soil and Rock (2005). A plan showing the location of the investigations is presented in Appendix A.

Raw data reports of the CPT results and logs of the materials encountered in the auger holes along with the soil strength test results are presented in Appendix B.

5.1 Ground Conditions

5.1.1 Shallow Ground Investigation

Ground conditions encountered by the hand auger investigations indicate the near surface ground conditions consist of 0.1 m to 0.3 m of topsoil, overlying bedded alluvial fine to coarse sand and silt. Overall, the natural ground conditions are consistent with the Hinuera formation.

Peak undrained shear strength measured with a hand held shear vane were carried out in cohesive materials were generally between 81 kPa to over 200 kPa indicating stiff to hard consistency. Typical results ranged from 90 kPa to 150 kPa, indicating predominantly stiff to very stiff cohesive material.

Dynamic Cone Penetrometer test results indicate the granular materials range from loose to dense, with readings of 1 to 11 blows per 100 mm penetration. Typical results ranged from 3 to 7 blows, indicating the granular materials are predominantly medium dense.

As shown in Table 1, groundwater was encountered at varying depths across the site.

Table 1 Depth to groundwater encountered in hand augured drillholes

Test Depth to groundwater (m)

HA01 GWNE

HA02 2.65

HA03 GWNE

HA04 GWNE

HA05 2.65

HA06 1.9*

HA07 2.7*

GWNE: groundwater not encountered

*perched groundwater table

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5.1.2 Cone Penetration Testing

The CPT data was interpreted using the software CPeT-IT v.2.0.1.82 developed by GeoLogismiki. Ground conditions encountered within the tests showed a predominantly sand and silty sand profile up to 20 metres deep, interbedded with clay and silt layers. Average cone resistance recorded was within 5 to 15 MPa in the sandy layers, while the silt and clay lenses showed resistance readings of <1 to 2 MPa.

6.0 Geotechnical Assessment

6.1 Static Settlement

Static settlement can occur when a load is placed on the existing soil. Such loads may be from earth fill placed as part of the development, densification of upper ground layers by removal and replacement with higher density compacted material, or from structures.

A preliminary assessment of static settlement has been undertaken using the CPT data and the software package CPeT-IT. An imposed load of 12 kPa has been adopted over a footing width of 1.2 metres to simulate the load of the building foundations (simulating a two story dwelling with raft foundation).

Indicative settlement estimates from the CPT data under the imposed load show that there will be negligible total settlement.

6.2 Expansive Soils

Soil expansion is associated with water content changes in clay minerals. The greatest problems occur in soils with a high montmorillonite content (Coduto, 2012).

The near surface soils encountered on this site are alluvial sand and silt of the Hinuera Formation. The risk of soil expansion is therefore considered negligible.

6.3 Soil Liquefaction

6.3.1 General

During an earthquake cyclic ground motion can result in several changes to the soils characteristics. Pore-water pressure in the soil can increase which results in a loss of soil strength and a reduced bearing capacity of the soil.

If the excess pore pressure is great enough, liquefaction can occur. The pressure can be released with surface expressions such as ejection of soil/water at the ground surface or dissipate into surrounding soils. Following the liquefaction, the soil particles re-settle out of the suspension which manifests as ground surface settlement.

Soil liquefaction typically occurs in fine-grained, non-cohesive and low plasticity soils. The susceptibility of a site to soil liquefaction is a function of particle size distribution, groundwater level, and soil density.

Strain softening can occur in clay like soils when they are subjected to seismic loading. This results in a loss of strength but does not contribute to ground surface settlement. It can however contribute to lateral displacements, and result in a loss of bearing capacity.

6.3.2 MBIE and NZGS Geotechnical Guidelines

Ministry of Business, Innovation and Employment (MBIE) have partnered with New Zealand Geotechnical Society (NZGS) to create best practice guidelines for earthquake geotechnical engineering. Six modules have been published at the time of writing.

Our assessment is in general accordance with the guidelines hence forth referred to as Modules 1 to 6.

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6.3.3 Seismic hazard

Module 1 recommends using seismic loading determined from the NZTA Bridge Manual Third Edition (NZTA, 2016) 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, 2016).

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

6.3.4 Assessment methodology

An assessment of soil seismic behaviour was undertaken using CLiq v.2.0.8.85 developed by GeoLogismiki, using the results of the CPT tests. The following methodologies were used to assess the seismic behaviour at the site as recommended by Module 3:

Analysis method: Boulanger and Idriss (2014)

Fine correction as per Boulanger and Idriss (2014)

Vertical Settlements according to Zhang et al. (2002)

An assessment of the susceptibility of the soils’ seismic response has been carried out for the site based on the results of in-situ CPT testing undertaken within the property. For this assessment we have adopted an earthquake groundwater level of 3 mbgl for all CPT tests. It is based on groundwater encountered in adjacent hand augered drillholes, the dipped levels within the CPT holes, or estimated using the dynamic pore pressure plots where the dipping was unsuccessful due to hole collapse. Table 2 presents the in situ depth to water table for each CPT.

Table 2 Depth to in situ ground water table for each CPT

Test In situ groundwater depth (m)

CPT01 2.651

CPT02 3.322

CPT03 4.003

CPT04 2.71

CPT05 1.91

CPT06 4.72

1Based on groundwater encountered in adjacent hand augered drillhole

2Based on dipped levels within the CPT holes

3Estimated using the dynamic pore pressure plots

6.3.5 Aging Factors

The Hinuera Formation was deposited in the period 17 to 50 thousand years ago. There is little evidence of liquefaction in materials of this age in case studies. Monaco and Schmertmann (2007) note that micro structure changes due to aging are not captured by CPT tests. They also go on to state “that giving insufficient weight to aging or disregarding it is equivalent to omitting a primary parameter in the correlation”.

Aging factors for the Hinuera Formation have been calculated using the correlations in Hayati et al (2008), Hayati & Andrus (2009) and Robertson & Cabel (2012). The aging factors from the various methods are presented in table 3 below.

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Table 3 Assessed aging factors

Hinuera Formation

Age [years]

Hayati et al (2008) Hayati & Andrus (2009)

Robertson & Cabel (2012)

Youngest 17,000 1.55 1.38 1.31

Mean 33,500 1.6 1.42 1.32

Oldest 50,000 1.63 1.44 1.33

Clayton & Johnson (2013) looked at the applicability of aging factors in the Hinuera Formation by comparing the estimated shear wave velocity to the measured shear wave velocity. They concluded that an ageing factor of 1.3 to 1.4 may be appropriate.

Our assessment adopts an aging factor of 1.32 for the Hinuera Formation deposits.

6.3.6 Results and interpretation

The site response to shaking and liquefaction effects is related to the liquefaction triggering factor (FL), Liquefaction Potential Index (LPI), and Liquefaction Severity Number (LSN). Based on our review of the assessment outputs and estimated ground surface deformations we have assigned a performance level for each CPT in accordance with Table 1, and presented in Table 2.

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) loading it is predicted that there will be a generally low risk of liquefaction occurring (LPI) with little to no expression of liquefaction predicted (LSN). Cumulative settlements in the order of 30mm to 60mm are expected if liquefaction were to occur. Liquefaction is most likely to occur from 4 m to 15 m depth. Based on the estimated LPI, LSN and vertical settlement, performance levels of mild are expected.

Outputs from the assessment are presented in Appendix C.

Table 4 General performance levels for liquefied deposits (reproduced from Table 5.1 in Module 3)

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Table 5 Summary of performance levels from liquefaction results

CPT ULS Vertical Settlement (mm)

LPI LSN Performance Level

Effect

CPT01 30 0 3.8 L2 Mild

CPT02 66 0.6 8.0 L2 Mild

CPT03 46 0.3 5.7 L2 Mild

CPT04 59 0.9 7.8 L2 Mild

CPT05 58 0.5 6.3 L2 Mild

CPT06 44 0.6 5.8 L2 Mild

6.3.7 Intermediate events

The New Zealand Building Code requires that the structure remains serviceable following a 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 at events much lower than the ULS event. This can result in irreparable damage to structures at events that are less than ULS. As shown in Figure 1, the analysis on this site shows that settlement estimates from intermediate earthquakes more frequent than a ULS event also have damaging effects at a PGA of 0.18.

Figure 1 Vertical settlement versus peak ground acceleration

6.3.8 Lateral displacement

As the site is level and no free-faced slopes or near-by waterbodies are within the vicinity of the site, it can be expected that no lateral displacements are likely to occur during a seismic event.

0

5

10

15

20

25

30

0 0.05 0.1 0.15 0.2 0.25 0.3 0.35 0.4

Ve

rtic

al S

ett

lem

en

t (c

m)

Peak Ground Acceleration (PGA) (g)

CPT-01

CPT-02

CPT-03

CPT-04

CPT-05

CPT-06

1/2500

1/2000

1/1000

1/500

1/250

1/100

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7.0 Development recommendations

7.1 Soil bearing capacity and settlement

Based on the findings of the preliminary investigation, it is considered that foundations designed in accordance with NZS3604:2011, the New Zealand Standard for Timber Framed Buildings, are likely to be appropriate providing any uncontrolled fill, loose or soft near surface materials are excavated and replaced.

Alternatively proprietary raft foundations such as the Firth RibRaft system could be adopted. The Firth RibRaft system modifies the bearing capacity requirements of the soil from that given in NZS 3604:2011 Timber Framed Dwellings. The RibRaft foundation system requires a minimum DCP blow count of 8 blows per 300 mm of penetration (or shear vane strengths in excess of 50 kPa) for a two storey dwelling with light weight cladding.

Indicative settlement estimates from the CPT data show that there will be negligible total settlement under an imposed load of 12 kPa and, therefore, the risk of static settlement is considered low.

Final foundation types and ground improvement requirements will be subject to building design, any liquefaction mitigation considered necessary and additional geotechnical testing to inform building consent.

7.2 Liquefaction

Vertical settlement from liquefaction induced ground deformation could occur at a ULS event and possibly at lower seismic loadings. The effects of liquefaction are likely to be mild with little to no surface expression expected.

Based on the outcome of the liquefaction assessment, it is unlikely that liquefaction mitigation will be required. However, as development proposals advance additional site investigation is likely to be required and the liquefaction risk should be revisited.

7.3 Pavements

Preliminary soil tests indicate that any roads within the proposed development can be constructed using a standard multi-layer crushed rock pavement or a cement stabilised subgrade pavement.

To enable the various pavement options to be assessed, at the detailed design stage, tests on the pavement subgrade layer would be required to determine the in-situ CBR strength and what subgrade strengths can be achieved. This may include sampling and lab testing to infer detailed pavement design.

The design and construction of the pavements should be undertaken in accordance with the Waikato District Council Supplement within the Regional Infrastructure Technical Specification (RITS).

7.4 Site Works

No excavation or retaining has been envisaged to build level building platforms. Any earthworks that are proposed will require specific engineering design and should be referred back to AECOM.

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8.0 Summary

AECOM have carried out geotechnical investigation and assessment to inform development of the block of land adjacent to the Flagstaff Shopping Centre, located on Endeavour Avenue, Hamilton.

Ground conditions encountered by the hand auger investigations indicate the near surface ground conditions consist of 0.1 m to 0.3 m of topsoil, overlying bedded alluvial fine to coarse sand and silt. Overall, the natural ground conditions are consistent with the Hinuera formation.

Ground conditions are likely to be suitable for shallow foundations designed in accordance with NZS 3604 or proprietary raft foundations such as Firth RibRaft foundation system.

Mitigation of liquefaction induced settlement or static settlement are not expected to be required based on the results of the liquefaction and settlement assessment.

It should be noted that at the time this report was written details of the proposed structures were not made available to AECOM. We have assumed two story timber framed buildings are proposed.

9.0 Limitations

The recommendations and opinions contained in this report are based upon data obtained from the hand augured drillholes, cone penetration tests and observations made during the walkover inspection. Inferences about the nature and continuity of subsoil conditions away from investigation locations are made using geological principles and engineering judgement.

Should development proceed, it would be in the interest of all parties that AECOM be retained to inspect foundation excavations and to verify ground conditions. In any event, AECOM should be notified if conditions differ from those described in this report.

This report has been prepared for the project described in the owner’s brief to us and no responsibility is accepted for the use of any part of this report in other contexts or for any other purposes.

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10.0 References

Boulanger, R.W., Idriss, I.M. 2014, CPT and SPT Based Liquefaction Triggering Procedures. Davis, California: University of California, Department of Civil and Environmental Engineering.

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.

Coduto, D.P. 2012. Foundation Design Principals and Practices, Second Edition, Pearson.

Edbrooke, S.W. (compiler) 2005. Geology of the Waikato area. Institute of Geological and Nuclear Sciences 1:250 000 geological map 4. 1 sheet + 68p. Lower Hutt, New Zealand: Institute of Geological and Nuclear Sciences Limited.

Hayati, H. Andrus, R, Gassman, S. Hasek, M, Camp, W. Talwani, P. 2008, Characterizing the Liquefaction resistance of aged soils, Geotechnical Earthquake and Engineering and Soil Dynamics IV Congress.

Ishihara, K., 1985. Stability of Natural Deposits During Earthquakes, a proceedings in the 11th

International Conference on Soil Mechanics and Foundation Engineering, San Francisco, A.A. Balkema, Rotterdam, pp.321 – 376.

Monaco, P. Schmertmann, J. 2007, Discussion of Accounting for soil aging when assessing liquefaction potential by Evangelia Leon, Sarah L. Gassman and Pradeep Talwani, Journal of Geotechnical and Geoenvironmental Engineering September 2007.

NZS 1170.0:2002 - New Zealand Standard, Structural design actions Part 0: General Principals – New Zealand, Standards New Zealand, Wellington.

NZS 3604:2011 – New Zealand Standard, Timber framed buildings – New Zealand, Standards New Zealand, Wellington.

NZTA Bridge Manual Third Edition, 2014. SP/M/022.

Robertson P.K. and Cabal (Robertson) K.L. 2012. Guide to Cone Penetration Testing for Geotechnical Engineering, 5th Edition, Gregg Drilling and Testing Inc. California.

Zhang, G. Robertson, P. K. Brachman, R. W. I. 2002, Estimating liquefaction-induced ground settlements from CPT for level ground. Canadian Geotechnical Journal 39(5), 1168-1180.

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Appendix A

Plans

Q3a

Q2a

Q3a

eQa

Q2a

Q1a

Q1a

eQa

eQa

eQa

eQa

Q1a

Q1a

Q3a - OIS3-OIS2 (LatePleistocene) river deposits

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

with interbedded peat.

Q2a - OIS3-OIS2 (LatePleistocene) river deposits

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

with interbedded peat.

Q1a - OIS1 (Holocene) river deposits:Alluvial and colluvial sand, silt,

mud and clay with local gravel and peat beds.

eQa - UndifferentiatedWalton Subgroup alluvium:

PPumiceous mud, silt, sand andgravel with muddy peat

beds; rhyolite pumice, includingnon-welded ignimbrite, tephraand alluvial pumice deposits.

¯

0 50100Meters

References

Site Location

27/02/2019 Geological 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: Source:Esri, DigitalGlobe, GeoEye,Earthstar Geographics,CNES/Airbus DS, USDA,USGS, AeroGRID, IGN, andthe GIS User Community

CPT01

CPT02

CPT03

CPT04CPT05

CPT06HA01

HA02

HA03

HA04

HA05

HA06HA07

¯

0 50 100Meters

References

Site Location

6/03/2019 Site mapI

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: Source:Esri, DigitalGlobe, GeoEye,Earthstar Geographics,CNES/Airbus DS, USDA,USGS, AeroGRID, IGN, andthe GIS User Community

SW pipe

WW pipe

Swale

AECOM




Appendix B

Logs

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.

0.1m: Bedded alluvial sandsand silts.

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

0.1m: Fine SAND; light yellowish brown. Medium denseto dense; dry; poorly graded.

0.4m: Fine to coarse SAND; light brownish orange.Medium dense; dry; well graded.

0.55m: Fine to medium SAND; brownish grey. Loose tomedium dense; moist; well graded.

0.7m: Light brownish grey.

1.1m: SILT; light brownish grey. Very stiff; moist; highplasticity; sensitive to moderately sensitive.

1.4m: Mottled orange.

1.7m: Silty fine to medium SAND; light grey. Mediumdense; wet; well graded.

1.8m: Fine to medium SAND; brownish grey. Mediumdense; wet; gap graded.

2m: Fine to coarse SAND; light grey. Medium dense;wet; well graded.

2.5m: SILT; light grey. Stiff; wet; high plasticity;moderately sensitive.

14

9

4

4

3

4

4

4

3

2

2

2

1

1

1

4

5

6

5

5

5

4

4

5

5

6

3

4

7

8

HIN

UE

RA

FO

RM

AT

ION

102/37

139/19

114/37

121/56

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

5820832.66mN

40 kP

a

Shear Vane (kPa)Residual - Peak

Dynamic ConePenetrometer

GEOLOGICAL DESCRIPTION

HA01

Hand Held Shear Vane

SOIL PROPERTIESTest Records

13/02/2019

27/02/2019

Endeavour Ave Development

Elevation from HCC GIS Viewer contours.No groundwater encountered.*216 kPa is the shear vane limitNZGD2000 / New Zealand Transverse Mercator 2000

LOG OF AUGERHOLE

GEOVANE 2018: 19mm blade: Correction Factor = 1.546

Feature Building Foundations.

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

31.5m (Approx)

Vane shear strength per NZGS guideline

Project number 60597413

2

Drilled Depth(m)

Housing New Zealand Corp.

Page of1

StartedRemarks

8

Logged

NL

Depth RelatedRemarks(Blows per

100 mm)

Orientation

Checked

RJS

1798651.34mE

1

2

3

13/02/2019

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

epth

Elevation

13/02/2019

-90°

Co-ordinates

Date Time

HOLEIDENTIFICATION

Location Endeavour Avenue, Flagstaff, Hamilton.

AU

GE

RH

OLE

LO

G E

ND

EA

VO

UR

AV

E_L

OG

S.G

PJ

BA

SE

.GD

T

27/0

2/19

0m: Topsoil.



0.2m: SILT; light brown, speckled white. Firm; moist; lowplasticity.


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

0.7m: SILT, trace sand; brownish grey, mottled orange.Firm; moist; low plasticity; sand, fine.

1m: Silty fine SAND; brownish grey, mottled orange.Loose to medium dense; moist; poorly graded.

1.4m: SILT, trace sand; grey, mottled orange. Stiff tovery stiff; wet; high plasticity; moderately sensitive;sand, fine.

1.6m: No sand.

1.8m: Fine SAND, minor silt; grey, mottled orange.Medium dense to dense; moist; poorly graded.

1.95m: Gravel, medium, rounded, pumice.

2.1m: Silty fine SAND; blueish grey, mottled orange.Medium dense to dense; wet; poorly graded.

2.4m: Silty fine to coarse SAND; blueish grey, mottledorange. Dense; wet; well graded.

2.65m: Saturated.

2.8m: Clayey SILT; blueish grey, mottled brownishorange. Stiff; saturated; high plasticity.

2.9m: Silty fine SAND; blueish grey. Medium dense;moist; poorly graded.

14

14

6

6

4

6

6

4

3

4

3

3

3

1

2

4

4

5

7

6

7

6

7

9

8

7

8

4

4

5

HIN

UE

RA

FO

RM

AT

ION

155/54

97/29

141/67

13/02/2019 00:00 3.00 - 2.65


Fluid Depth(m)

Casing Depth(m)


6

1

100

kPa

Project


Inst

rum

enta

tion

Sam

plin

g

5820843.69mN

40 kP

a




HA02



13/02/2019

27/02/2019


Elevation from HCC GIS Viewer contours.Perched water encountered at 2.65 m.*202 kPa is the shear vane limitNZGD2000 / New Zealand Transverse Mercator 2000

LOG OF AUGERHOLE

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



Gra

phi

c Lo

g

200

kPa

Client

Finished

Date logged

31.5m (Approx)



2

Drilled Depth(m)


Page of1

StartedRemarks

8

Logged

GM


100 mm)

Orientation

Checked

RJS

1798709.45mE

1

2

3

13/02/2019


epth

Elevation

13/02/2019

-90°

Co-ordinates

Date Time

HOLEIDENTIFICATION


AU

GE

RH

OLE

LO

G E

ND

EA

VO

UR

AV

E_L

OG

S.G

PJ

BA

SE

.GD

T

27/0

2/19

3

0m: Topsoil.



0.15m: Sandy SILT; light grey. Stiff to hard; dry; lowplasticity; sensitive to moderately sensitive; sand, fine.


1.5m: Minor fine sand.

2m: Fine to medium SAND; light grey. Medium dense todense; moist; well graded.

2.3m: Light brownish grey.

2.5m: Fine SAND; brownish grey. Medium dense;moist; poorly graded.

2.7m: Mottled orange; wet.

2.9m: Fine to coarse SAND; black. Medium dense; wet;well graded.

10

9

9

5

4

4

2

3

3

2

2

4

3

4

6

5

3

4

5

8

7

10

6

4

5

7

3

3

3

4

HIN

UE

RA

FO

RM

AT

ION

201/31

96/15

142/31

124/40


Fluid Depth(m)

Casing Depth(m)


6

1

100

kPa

Project


Inst

rum

enta

tion

Sam

plin

g

5820892.79mN

40 kP

a




HA03



13/02/2019

27/02/2019


Elevation from HCC GIS Viewer contours.No groundwater encountered.*216 kPa is the shear vane limitNZGD2000 / New Zealand Transverse Mercator 2000

LOG OF AUGERHOLE

GEOVANE 2018: 19mm blade: Correction Factor = 1.546



Gra

phi

c Lo

g

200

kPa

Client

Finished

Date logged

31.5m (Approx)



2

Drilled Depth(m)


Page of1

StartedRemarks

8

Logged

NL


100 mm)

Orientation

Checked

RJS

1798722.28mE

1

2

3

13/02/2019


epth

Elevation

13/02/2019

-90°

Co-ordinates

Date Time

HOLEIDENTIFICATION


AU

GE

RH

OLE

LO

G E

ND

EA

VO

UR

AV

E_L

OG

S.G

PJ

BA

SE

.GD

T

27/0

2/19

0m: Topsoil.



0.15m: Sandy SILT; brownish grey. Dry; low plasticity;sand, fine.

0.45m: Fine to coarse SAND, trace gravel; brownishgrey. Medium dense; dry; gravel, fine, subangular tosubrounded, rhyolite.

0.7m: Medium to coarse SAND, trace gravel; brownishgrey. Medium dense; dry; gravel, fine, subangular,rhyolite.

1m: Coarse SAND, minor gravel; dark brownish grey.Loose to dense; dry; gravel, fine to medium, subangularto subrounded, rhyolite. 1.15m: Moist.

1.85m: Wet.

6

10

8

8

8

6

6

7

6

3

5

4

6

4

2

2

3

3

5

5

6

7

7

6

3

3

6

8

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

5820951.6mN

40 kP

a




HA04



13/02/2019

27/02/2019


Elevation from HCC GIS Viewer contours.No groundwater encountered.

NZGD2000 / New Zealand Transverse Mercator 2000

LOG OF AUGERHOLE



Gra

phi

c Lo

g

200

kPa

Client

Finished

Date logged

31.5m (Approx)



2

Drilled Depth(m)


Page of1

StartedRemarks

8

Logged

NL


100 mm)

Orientation

Checked

RJS

1798714.88mE

1

2

3

13/02/2019


epth

Elevation

13/02/2019

-90°

Co-ordinates

Date Time

HOLEIDENTIFICATION


AU

GE

RH

OLE

LO

G E

ND

EA

VO

UR

AV

E_L

OG

S.G

PJ

BA

SE

.GD

T

27/0

2/19

0m: Topsoil.

0.15m: Uncontrolled fillconsisting of sand, silt, andgravel.

1.5m: Bedded alluvial sands.


0.15m: Fine SAND, minor silt; brown. Dense; dry; poorlygraded.

0.6m: Fine to medium SAND, minor silt; brownish grey.Medium dense; dry; well graded.

0.8m: Fine to coarse SAND, minor silt; brownish grey,grey, and black. Medium dense to dense; moist; gapgraded.

1m: Minor gravel, fine to medium, angular to subrounded,lithics.

1.2m: No silt.

1.5m: Medium to coarse SAND, trace gravel; lightbrown. Loose to medium dense; moist to wet; wellgraded; gravel, fine to medium, subrounded, rhyoliterock fragments.

2m: Light brownish grey.

2.2m: Fine to coarse SAND; light brownish grey.Medium dense; wet; well graded.

2.65m: Coarse SAND; light grey. Dense; saturated;poorly graded.

8

9

11

8

10

5

4

5

4

6

9

7

6

4

4

4

2

3

4

3

2

5

5

4

3

3

7

7

7

8

Unc

ontr

olle

d F

illH

INU

ER

A F

OR

MA

TIO

N

13/02/2019 00:00 3.00 - 2.65


Fluid Depth(m)

Casing Depth(m)


6

1

100

kPa

Project


Inst

rum

enta

tion

Sam

plin

g

5820966.83mN

40 kP

a




HA05



13/02/2019

27/02/2019


Elevation from HCC GIS Viewer contours.

NZGD2000 / New Zealand Transverse Mercator 2000

LOG OF AUGERHOLE



Gra

phi

c Lo

g

200

kPa

Client

Finished

Date logged

32m (Approx)



2

Drilled Depth(m)


Page of1

StartedRemarks

8

Logged

NL


100 mm)

Orientation

Checked

RJS

1798658.46mE

1

2

3

13/02/2019


epth

Elevation

13/02/2019

-90°

Co-ordinates

Date Time

HOLEIDENTIFICATION


AU

GE

RH

OLE

LO

G E

ND

EA

VO

UR

AV

E_L

OG

S.G

PJ

BA

SE

.GD

T

27/0

2/19

3

0m: Topsoil.



0.3m: SILT, some sand; light brown, speckled white.Stiff; moist; low plasticity; sand, fine to coarse.

0.65m: SILT, some sand; brown. Very stiff; moist; lowplasticity; moderately sensitive; sand, fine.

1m: Mottled orange.

1.3m: SILT, trace sand; grey, mottled orange. Firm;moist; low plasticity; sand, fine.

1.8m: Silty fine to medium SAND; grey, mottled orange.Very loose; wet; poorly graded. 1.9m: Saturated.

2m: SILT; blueish grey. Stiff; saturated; high plasticity;moderately sensitive.

2.3m: Fine SAND, trace silt; brownish orange, mottledorange. Medium dense; moist; poorly graded.

2.7m: SILT; blueish grey, speckled black. Very stiff; wet;high plasticity.

2.85m: Some fine sand.

7

8

13

7

9

4

3

3

2

2

3

3

3

4

4

6

6

3

3

4

3

4

7

8

10

11

10

12

17

13

TO

PS

OIL

HIN

UE

RA

FO

RM

AT

ION

171/47

138/54

134/30

81/30

13/02/2019 00:00 3.00 - 1.9


Fluid Depth(m)

Casing Depth(m)


6

1

100

kPa

Project


Inst

rum

enta

tion

Sam

plin

g

5820912.75mN

40 kP

a




HA06



13/02/2019

27/02/2019



LOG OF AUGERHOLE




Gra

phi

c Lo

g

200

kPa

Client

Finished

Date logged

32m (Approx)



2

Drilled Depth(m)


Page of1

StartedRemarks

8

Logged

GM


100 mm)

Orientation

Checked

RJS

1798681.84mE

1

2

3

13/02/2019


epth

Elevation

13/02/2019

-90°

Co-ordinates

Date Time

HOLEIDENTIFICATION


AU

GE

RH

OLE

LO

G E

ND

EA

VO

UR

AV

E_L

OG

S.G

PJ

BA

SE

.GD

T

27/0

2/19

3

0m: Topsoil.

0.2m: Bedded alluvial sands,silts and gravels.

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

0.2m: SILT; yellowish brown, speckled black. Hard;moist; low plasticity. 0.3m: Mottled orange.

0.6m: Clayey SILT; light grey, mottled orange. Moist;high plasticity.

0.9m: Sandy SILT; light grey, mottled orange. Very stiff;moist; low plasticity; moderately sensitive to sensitive;sand, fine.

1.1m: Clayey SILT, trace sand; light grey, mottledorange. Stiff; moist; high plasticity; sand, fine.

1.2m: Clayey sandy SILT; light grey, mottled orange.Very stiff; moist; high plasticity; insensitive; sand, fine.

1.35m: Silty fine SAND; light grey, mottled orange.Medium dense; moist; poorly graded.

1.7m: Wet.

2.1m: Fine SAND, trace silt; light grey. Medium dense todense; moist; poorly graded.

2.4m: Wet.

2.5m: Silty fine to medium GRAVEL; grey. Mediumdense; wet; poorly graded; rounded, pumice.

2.7m: Silty CLAY, some sand; grey, mottled reddishbrown. Stiff; saturated; high plasticity; sand, fine tomedium.

2.8m: Fine to coarse SAND; brownish grey. Mediumdense to dense; moist; well graded.

4

6

6

4

7

5

6

5

5

3

4

5

6

7

5

6

7

5

6

8

7

9

8

6

7

6

5

5

7

7

HIN

UE

RA

FO

RM

AT

ION

202*

151/37

124/74

13/02/2019 00:00 3.00 - 2.7


Fluid Depth(m)

Casing Depth(m)


6

1

100

kPa

Project


Inst

rum

enta

tion

Sam

plin

g

5820913.41mN

40 kP

a




HA07



13/02/2019

27/02/2019



LOG OF AUGERHOLE




Gra

phi

c Lo

g

200

kPa

Client

Finished

Date logged

31.5m (Approx)



2

Drilled Depth(m)


Page of1

StartedRemarks

8

Logged

GM


100 mm)

Orientation

Checked

RJS

1798626.75mE

1

2

3

13/02/2019


epth

Elevation

13/02/2019

-90°

Co-ordinates

Date Time

HOLEIDENTIFICATION


AU

GE

RH

OLE

LO

G E

ND

EA

VO

UR

AV

E_L

OG

S.G

PJ

BA

SE

.GD

T

27/0

2/19

3

Project: Endeavor Ave Site Investigation

AECOM NZ Limited121 Rostrevor StreetHamiltonNew Zealand

Total depth: 19.99 m, Date: 15/02/2019

Surface Elevation: 30.00 m

Endeavor Ave

Coords: lat -37.738088° lon 175.255087°

Cone Type: CPTuCone Operator: Drill Force

CPT: CPT-01

Location:

Cone resistance qt

HAND AUGER

Tip resistance (MPa)151050

Dep

th (

m)

20

19

18

17

16

15

14

13

12

11

10

9

8

7

6

5

4

3

2

1

0Cone resistance qt Pore pressure u

HAND AUGER

Pressure (kPa)5000

Dep

th (

m)

20

19

18

17

16

15

14

13

12

11

10

9

8

7

6

5

4

3

2

1

Pore pressure uFriction ratioHAND AUGER

Rf (%)1086420

Dep

th (

m)

20

19

18

17

16

15

14

13

12

11

10

9

8

7

6

5

4

3

2

1

Friction ratio SBT Index

I(SBT)4321

Dep

th (

m)

20

19

18

17

16

15

14

13

12

11

10

9

8

7

6

5

4

3

2

1

SBT Index Soil Behaviour TypeHAND AUGER

SBT (Robertson, 2010)181614121086420

Dep

th (

m)

19

18

17

16

15

14

13

12

11

10

9

8

7

6

5

4

3

2

1

Soil Behaviour Type

Organic soilClay & silty clayClay & silty clay

Sand & silty sandSilty sand & sandy siltSand & silty sandSilty sand & sandy siltClaySand & silty sandSand & silty sand

Clay

Sand & silty sand

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

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

Silty sand & sandy silt

Sand & silty sand

Silty sand & sandy siltSilty sand & sandy siltSensitive fine grainedClay & silty clay

Sand & silty sand

SBT legend1. Sensitive fine grained

2. Organic material

3. Clay to silty clay

4. Clayey silt to silty clay

5. Silty sand to sandy silt

6. Clean sand to silty sand

7. Gravely sand to sand

8. Very stiff sand to clayey sand

9. Very stiff fine grained

CPeT-IT v.2.0.1.82 - CPTU data presentation & interpretation software - Report created on: 18/02/2019, 3:36:03 p.m. 1Project file: P:\605X\60597413\400_TECH\431_Geotech\Analysis\Endeavour Park.cpt





Endeavor Ave

Coords: lat -37.737575° lon 175.255381°


CPT: CPT-02

Location:

Cone resistance qtHAND AUGER


Dep

th (

m)

20

19

18

17

16

15

14

13

12

11

10

9

8

7

6

5

4

3

2

1


HAND AUGER

Pressure (kPa)6004002000

Dep

th (

m)

20

19

18

17

16

15

14

13

12

11

10

9

8

7

6

5

4

3

2

1


Rf (%)1086420

Dep

th (

m)

20

19

18

17

16

15

14

13

12

11

10

9

8

7

6

5

4

3

2

1


I(SBT)4321

Dep

th (

m)

20

19

18

17

16

15

14

13

12

11

10

9

8

7

6

5

4

3

2

1


SBT (Robertson, 2010)181614121086420

Dep

th (

m)

19

18

17

16

15

14

13

12

11

10

9

8

7

6

5

4

3

2

1

Soil Behaviour Type

Organic soilSilty sand & sandy siltClay & silty claySilty sand & sandy siltSand & silty sandSilty sand & sandy siltSand & silty sand

Sand & silty sandSilty sand & sandy siltSilty sand & sandy siltClay & silty claySensitive fine grainedSand & silty sandSilty sand & sandy siltClaySilty sand & sandy siltClaySand & silty sandSilty sand & sandy siltSand & silty sandClay & silty clay

Sand & silty sandSilty sand & sandy siltClaySand & silty sand

Sand & silty sand

Sand & silty sand

Silty sand & sandy siltSilty sand & sandy silt

Silty sand & sandy siltClay & silty clay

Sand & silty sand


2. Organic material













Endeavor Ave

Coords: lat -37.736855° lon 175.255093°


CPT: CPT-03

Location:

Cone resistance qt

HAND AUGER


Dep

th (

m)

20

19

18

17

16

15

14

13

12

11

10

9

8

7

6

5

4

3

2

1


HAND AUGER

Pressure (kPa)5000

Dep

th (

m)

20

19

18

17

16

15

14

13

12

11

10

9

8

7

6

5

4

3

2

1


Rf (%)1086420

Dep

th (

m)

20

19

18

17

16

15

14

13

12

11

10

9

8

7

6

5

4

3

2

1


I(SBT)4321

Dep

th (

m)

20

19

18

17

16

15

14

13

12

11

10

9

8

7

6

5

4

3

2

1

SBT Index Soil Behaviour Type

HAND AUGER

SBT (Robertson, 2010)181614121086420

Dep

th (

m)

20

19

18

17

16

15

14

13

12

11

10

9

8

7

6

5

4

3

2

1

Soil Behaviour Type

Silty sand & sandy siltSilty sand & sandy silt

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

Sand & silty sandSilty sand & sandy siltClayClay

Sand & silty sand

Silty sand & sandy siltSilty sand & sandy siltSilty sand & sandy silt

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

Sand & silty sand

Silty sand & sandy siltSand & silty sandClay & silty clayClay & silty claySilty sand & sandy silt

Sand & silty sand


2. Organic material













Endeavor Ave

Coords: lat -37.73729° lon 175.254024°


CPT: CPT-04

Location:

Cone resistance qt

HAND AUGER


Dep

th (

m)

20

19

18

17

16

15

14

13

12

11

10

9

8

7

6

5

4

3

2

1


HAND AUGER

Pressure (kPa)5000

Dep

th (

m)

20

19

18

17

16

15

14

13

12

11

10

9

8

7

6

5

4

3

2

1


Rf (%)1086420

Dep

th (

m)

20

19

18

17

16

15

14

13

12

11

10

9

8

7

6

5

4

3

2

1


I(SBT)4321

Dep

th (

m)

20

19

18

17

16

15

14

13

12

11

10

9

8

7

6

5

4

3

2

1


SBT (Robertson, 2010)181614121086420

Dep

th (

m)

19

18

17

16

15

14

13

12

11

10

9

8

7

6

5

4

3

2

1

Soil Behaviour Type

Silty sand & sandy silt

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

ClayClay & silty claySilty sand & sandy siltSand & silty sandSilty sand & sandy siltSilty sand & sandy siltClay & silty claySand & silty sandSand & silty sandClayClay & silty clay

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

Sand & silty sand

Silty sand & sandy siltClay & silty claySilty sand & sandy siltClay & silty clay

Sand & silty sand


2. Organic material













Endeavor Ave

Coords: lat -37.737455° lon 175.254728°


CPT: CPT-05

Location:

Cone resistance qt

HAND AUGER


Dep

th (

m)

20

19

18

17

16

15

14

13

12

11

10

9

8

7

6

5

4

3

2

1


HAND AUGER

Pressure (kPa)5000

Dep

th (

m)

20

19

18

17

16

15

14

13

12

11

10

9

8

7

6

5

4

3

2

1


Rf (%)1086420

Dep

th (

m)

20

19

18

17

16

15

14

13

12

11

10

9

8

7

6

5

4

3

2

1


I(SBT)4321

Dep

th (

m)

20

19

18

17

16

15

14

13

12

11

10

9

8

7

6

5

4

3

2

1


SBT (Robertson, 2010)181614121086420

Dep

th (

m)

20

19

18

17

16

15

14

13

12

11

10

9

8

7

6

5

4

3

2

1

Soil Behaviour Type

Silty sand & sandy siltClay & silty claySilty sand & sandy siltSilty sand & sandy siltSilty sand & sandy siltSilty sand & sandy siltSilty sand & sandy siltSilty sand & sandy siltClay & silty claySand & silty sandClay & silty claySilty sand & sandy silt

ClaySilty sand & sandy silt

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

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

Sand & silty sand

Silty sand & sandy siltClay & silty clayClay & silty claySand & silty sand

Sand & silty sand

Silty sand & sandy siltSilty sand & sandy siltSilty sand & sandy siltSilty sand & sandy silt

Sand & silty sand


2. Organic material













Endeavor Ave

Coords: lat -37.738217° lon 175.254436°


CPT: CPT-06

Location:

Cone resistance qtHAND AUGER


Dep

th (

m)

20

19

18

17

16

15

14

13

12

11

10

9

8

7

6

5

4

3

2

1


HAND AUGER

Pressure (kPa)5000

Dep

th (

m)

20

19

18

17

16

15

14

13

12

11

10

9

8

7

6

5

4

3

2

1


Rf (%)1086420

Dep

th (

m)

20

19

18

17

16

15

14

13

12

11

10

9

8

7

6

5

4

3

2

1


I(SBT)4321

Dep

th (

m)

20

19

18

17

16

15

14

13

12

11

10

9

8

7

6

5

4

3

2

1


SBT (Robertson, 2010)181614121086420

Dep

th (

m)

20

19

18

17

16

15

14

13

12

11

10

9

8

7

6

5

4

3

2

1

Soil Behaviour Type

Silty sand & sandy siltSilty sand & sandy siltClaySilty sand & sandy siltSilty sand & sandy siltClay & silty claySilty sand & sandy silt

Sand & silty sandSilty sand & sandy siltSand & silty sand

ClayClay & silty clay

Sand & silty sand

Silty sand & sandy siltClayClay & silty clayClaySilty sand & sandy siltSilty sand & sandy silt

Sand & silty sand

Silty sand & sandy siltSilty sand & sandy siltSilty sand & sandy silt

Sand & silty sand

Silty sand & sandy siltClay & silty clay

Clay & silty claySilty sand & sandy silt

Sand & silty sand


2. Organic material









AECOM




Appendix C

Liquefaction Analysis

This software is licensed to: AECOM CPT name: CPT-01

CRR plot

CRR & CSR0.60.40.20

Dep

th (

m)

2019.5

1918.5

1817.5

1716.5

1615.5

1514.5

1413.5

1312.5

1211.5

1110.5

109.5

98.5

87.5

76.5

65.5

54.5

43.5

32.5

21.5

10.5

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)

2019.5

1918.5

1817.5

1716.5

1615.5

1514.5

1413.5

1312.5

1211.5

1110.5

109.5

98.5

87.5

76.5

65.5

54.5

43.5

32.5

21.5

10.5

0FS Plot

During earthq.

LPI

Liquefaction potential20151050

Dep

th (

m)

2019.5

1918.5

1817.5

1716.5

1615.5

1514.5

1413.5

1312.5

1211.5

1110.5

109.5

98.5

87.5

76.5

65.5

54.5

43.5

32.5

21.5

10.5

0LPI Vertical settlements

Settlement (cm)3210

Dep

th (

m)

2019.5

1918.5

1817.5

1716.5

1615.5

1514.5

1413.5

1312.5

1211.5

1110.5

109.5

98.5

87.5

76.5

65.5

54.5

43.5

32.5

21.5

10.5

0Vertical settlements Lateral displacements

Displacement (cm)0

Dep

th (

m)

2019.5

1918.5

1817.5

1716.5

1615.5

1514.5

1413.5

1312.5

1211.5

1110.5

109.5

98.5

87.5

76.5

65.5

54.5

43.5

32.5

21.5

10.5

0Lateral displacements

CLiq v.2.0.6.85 - CPT Liquefaction Assessment Software - Report created on: 13/03/2019, 1:58:47 p.m. 1Project file: P:\605X\60597413\400_TECH\431_Geotech\Analysis\Liquefaction\Endeavour Park.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 value5.900.222.65 m

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

3.00 m32.60Based on SBTNoN/A

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

N/AYesYesSand & ClayNoN/A

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 plot

CRR & CSR0.60.40.20

Dep

th (

m)

2019.5

1918.5

1817.5

1716.5

1615.5

1514.5

1413.5

1312.5

1211.5

1110.5

109.5

98.5

87.5

76.5

65.5

54.5

43.5

32.5

21.5

10.5

0CRR plot

During earthq.



Dep

th (

m)

2019.5

1918.5

1817.5

1716.5

1615.5

1514.5

1413.5

1312.5

1211.5

1110.5

109.5

98.5

87.5

76.5

65.5

54.5

43.5

32.5

21.5

10.5

0FS Plot

During earthq.

LPI


Dep

th (

m)

2019.5

1918.5

1817.5

1716.5

1615.5

1514.5

1413.5

1312.5

1211.5

1110.5

109.5

98.5

87.5

76.5

65.5

54.5

43.5

32.5

21.5

10.5


Settlement (cm)6420

Dep

th (

m)

2019.5

1918.5

1817.5

1716.5

1615.5

1514.5

1413.5

1312.5

1211.5

1110.5

109.5

98.5

87.5

76.5

65.5

54.5

43.5

32.5

21.5

10.5


Displacement (cm)0

Dep

th (

m)

2019.5

1918.5

1817.5

1716.5

1615.5

1514.5

1413.5

1312.5

1211.5

1110.5

109.5

98.5

87.5

76.5

65.5

54.5

43.5

32.5

21.5

10.5












Unlike to liquefy


Very high risk

High risk

Low risk


CRR plot

CRR & CSR0.60.40.20

Dep

th (

m)

2019.5

1918.5

1817.5

1716.5

1615.5

1514.5

1413.5

1312.5

1211.5

1110.5

109.5

98.5

87.5

76.5

65.5

54.5

43.5

32.5

21.5

10.5

0CRR plot

During earthq.



Dep

th (

m)

2019.5

1918.5

1817.5

1716.5

1615.5

1514.5

1413.5

1312.5

1211.5

1110.5

109.5

98.5

87.5

76.5

65.5

54.5

43.5

32.5

21.5

10.5

0FS Plot

During earthq.

LPI


Dep

th (

m)

2019.5

1918.5

1817.5

1716.5

1615.5

1514.5

1413.5

1312.5

1211.5

1110.5

109.5

98.5

87.5

76.5

65.5

54.5

43.5

32.5

21.5

10.5


Settlement (cm)43210

Dep

th (

m)

2019.5

1918.5

1817.5

1716.5

1615.5

1514.5

1413.5

1312.5

1211.5

1110.5

109.5

98.5

87.5

76.5

65.5

54.5

43.5

32.5

21.5

10.5


Displacement (cm)0

Dep

th (

m)

2019.5

1918.5

1817.5

1716.5

1615.5

1514.5

1413.5

1312.5

1211.5

1110.5

109.5

98.5

87.5

76.5

65.5

54.5

43.5

32.5

21.5

10.5












Unlike to liquefy


Very high risk

High risk

Low risk


CRR plot

CRR & CSR0.60.40.20

Dep

th (

m)

2019.5

1918.5

1817.5

1716.5

1615.5

1514.5

1413.5

1312.5

1211.5

1110.5

109.5

98.5

87.5

76.5

65.5

54.5

43.5

32.5

21.5

10.5

0CRR plot

During earthq.



Dep

th (

m)

2019.5

1918.5

1817.5

1716.5

1615.5

1514.5

1413.5

1312.5

1211.5

1110.5

109.5

98.5

87.5

76.5

65.5

54.5

43.5

32.5

21.5

10.5

0FS Plot

During earthq.

LPI


Dep

th (

m)

2019.5

1918.5

1817.5

1716.5

1615.5

1514.5

1413.5

1312.5

1211.5

1110.5

109.5

98.5

87.5

76.5

65.5

54.5

43.5

32.5

21.5

10.5


Settlement (cm)6420

Dep

th (

m)

2019.5

1918.5

1817.5

1716.5

1615.5

1514.5

1413.5

1312.5

1211.5

1110.5

109.5

98.5

87.5

76.5

65.5

54.5

43.5

32.5

21.5

10.5


Displacement (cm)0

Dep

th (

m)

2019.5

1918.5

1817.5

1716.5

1615.5

1514.5

1413.5

1312.5

1211.5

1110.5

109.5

98.5

87.5

76.5

65.5

54.5

43.5

32.5

21.5

10.5












Unlike to liquefy


Very high risk

High risk

Low risk


CRR plot

CRR & CSR0.60.40.20

Dep

th (

m)

2019.5

1918.5

1817.5

1716.5

1615.5

1514.5

1413.5

1312.5

1211.5

1110.5

109.5

98.5

87.5

76.5

65.5

54.5

43.5

32.5

21.5

10.5

0CRR plot

During earthq.



Dep

th (

m)

2019.5

1918.5

1817.5

1716.5

1615.5

1514.5

1413.5

1312.5

1211.5

1110.5

109.5

98.5

87.5

76.5

65.5

54.5

43.5

32.5

21.5

10.5

0FS Plot

During earthq.

LPI


Dep

th (

m)

2019.5

1918.5

1817.5

1716.5

1615.5

1514.5

1413.5

1312.5

1211.5

1110.5

109.5

98.5

87.5

76.5

65.5

54.5

43.5

32.5

21.5

10.5


Settlement (cm)420

Dep

th (

m)

2019.5

1918.5

1817.5

1716.5

1615.5

1514.5

1413.5

1312.5

1211.5

1110.5

109.5

98.5

87.5

76.5

65.5

54.5

43.5

32.5

21.5

10.5


Displacement (cm)0

Dep

th (

m)

2019.5

1918.5

1817.5

1716.5

1615.5

1514.5

1413.5

1312.5

1211.5

1110.5

109.5

98.5

87.5

76.5

65.5

54.5

43.5

32.5

21.5

10.5












Unlike to liquefy


Very high risk

High risk

Low risk


CRR plot

CRR & CSR0.60.40.20

Dep

th (

m)

2019.5

1918.5

1817.5

1716.5

1615.5

1514.5

1413.5

1312.5

1211.5

1110.5

109.5

98.5

87.5

76.5

65.5

54.5

43.5

32.5

21.5

10.5

0CRR plot

During earthq.



Dep

th (

m)

2019.5

1918.5

1817.5

1716.5

1615.5

1514.5

1413.5

1312.5

1211.5

1110.5

109.5

98.5

87.5

76.5

65.5

54.5

43.5

32.5

21.5

10.5

0FS Plot

During earthq.

LPI


Dep

th (

m)

2019.5

1918.5

1817.5

1716.5

1615.5

1514.5

1413.5

1312.5

1211.5

1110.5

109.5

98.5

87.5

76.5

65.5

54.5

43.5

32.5

21.5

10.5


Settlement (cm)43210

Dep

th (

m)

2019.5

1918.5

1817.5

1716.5

1615.5

1514.5

1413.5

1312.5

1211.5

1110.5

109.5

98.5

87.5

76.5

65.5

54.5

43.5

32.5

21.5

10.5


Displacement (cm)0

Dep

th (

m)

2019.5

1918.5

1817.5

1716.5

1615.5

1514.5

1413.5

1312.5

1211.5

1110.5

109.5

98.5

87.5

76.5

65.5

54.5

43.5

32.5

21.5

10.5












Unlike to liquefy


Very high risk

High risk

Low risk


Overall Liquefaction Potential Index report

Project title :

Location :

CPTU name

CPT-

01

CPT-

02

CPT-

03

CPT-

04

CPT-

05

CPT-

06

LPI

valu

e

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

0.3490.613

0.266

0.9210.488 0.568

LPI color schemeVery high risk

High risk

Low risk

Basic statistics

Total CPT number: 6

100.00% low risk

0.00% high risk

0.00% very high risk

CLiq v.2.0.6.85 - CPT Liquefaction Assessment Software 1Project file: P:\605X\60597413\400_TECH\431_Geotech\Analysis\Liquefaction\Endeavour Park.clq


Overall Liquefaction Severity Number report

Project title :

Location :

CPTU name

CPT-

01

CPT-

02

CPT-

03

CPT-

04

CPT-

05

CPT-

06

LSN

val

ue

12.00

11.50

11.00

10.50

10.00

9.50

9.00

8.50

8.00

7.50

7.00

6.50

6.00

5.50

5.00

4.50

4.00

3.50

3.00

2.50

2.00

1.50

1.00

0.50

0.00

3.825

8.027

5.655

7.751

6.301

5.765

Basic statistics

Total CPT number: 6

100.00% little liquefaction

0.00% minnor liquefaction

0.00% 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

0.00% major liquefaction

0.00% severe liquefaction



Overall vertical settlements report

Project title :

Location :

CPTU name

CPT-

01

CPT-

02

CPT-

03

CPT-

04

CPT-

05

CPT-

06

Ver

tica

l set

tlem

ent

(cm

)

7.50

7.00

6.50

6.00

5.50

5.00

4.50

4.00

3.50

3.00

2.50

2.00

1.50

1.00

0.50

0.00

3.045

6.611

4.61

5.9365.752

4.42



PGA Based Parametric Analysis

Settlements vs PGA

PGA (g)0.50.450.40.350.30.250.20.150.10.05

Set

tlem

ents

(cm

)

26

2524

2322

2120

1918

1716

1514

1312

1110

98

76

54

32

10

C PT-01 copyC PT-02 copyC PT-03 copyC PT-04 copyC PT-05 copyC PT-06 copy

Settlements vs PGA

:: CPT main liquefaction parameters details ::

GWT in situ(m)

CPT Name EarthquakeMag.

GWT earthq.(m)

Assesment method

AECOM




Appendix D

Static Settlement Analysis

Project:


Total depth: 19.99 m, Date: 15/02/2019Surface Elevation: 30.00 m

Coords: X:-37.74, Y:175.26Cone Type: CPTu

Cone Operator: Drill Force

CPT: CPT-01

Location:

Cone resistance qt


Dep

th (

m)

20

19

18

17

16

15

14

13

12

11

10

9

8

7

6

5

4

3

2

1

0Cone resistance qt Constrained Modulus

M(CPT) (MPa)1911419141

Dep

th (

m)

2019.5

1918.5

1817.5

1716.5

1615.5

1514.5

1413.5

1312.5

1211.5

1110.5

109.5

98.5

87.5

76.5

65.5

54.5

43.5

32.5

21.5

1

Constrained Modulus Cumulative settlement

Settlement (cm)0.030 .020 .010

Dep

th (

m)

1.5

1 .45

1 .4

1 .35

1 .3

1 .25

1 .2

1 .15

1 .1

1 .05

1

0.95

0 .9

0 .85

0 .8

0 .75

0 .7 End of PrimaryOv erall

Cumulative settlement

Settlements calculation according to theory of elasticity*

Calculat ion propert ies

Footing type: RectangularFooting width: 1.20 (m)L/B: 1.0Footing pressure: 12.00 (kPa)Embedment depth: 0.65 (m)Footing is rigid: NoRemove excavation load: NoApply 20% rule: YesCalculate secondary settlements: YesTime period for primary consolidation: 6 monthsTime period for second. settlements: 600 months

* Primary settlements calculation is performed according to

the following formula:

)log(S tzCa ×D×=

* Secondary (creep) settlements calculation is performed

according to the following formula:

zCPT

v DMD

=å sS



Point No Start depth(m)

End depth(m)

Thickness(m)

Relativedepth(m)

M(CPT)

(MPa)Iz Settlement

(cm)Delta P(kPa)

Second.settlement

(cm)

Overallsettlement

(cm)

:: Tabular results ::

Total primary settlement: 0.03Total secondary settlement: 0.00

Total calculated settlement: 0.03

AbbreviationsStart depth:End depth:Thickness:Relative depth:Iz:Delta P:Eff. stress:M(CPT):Settlement:Second. settlement:

Start depth of soil layer (penetration depth measured from ground free surface)End depth of soil layer (penetration depth measured from ground free surface)Thickness of soil layerDepth of calculation relative to footingStress influence factorFooting impossed stress:Effective stressConstrained modulus from CPTPrimary settlementSecondary settlemends due to creep


Project:



Coords: X:0.00, Y:0.00Cone Type: CPTu


CPT: CPT-02

Location:

Cone resistance qt


Dep

th (

m)

20

19

18

17

16

15

14

13

12

11

10

9

8

7

6

5

4

3

2

1


M(CPT) (MPa)206156106566

Dep

th (

m)

2019.5

1918.5

1817.5

1716.5

1615.5

1514.5

1413.5

1312.5

1211.5

1110.5

109.5

98.5

87.5

76.5

65.5

54.5

43.5

32.5

21.5

10.5


Settlement (cm)0.020 .01

Dep

th (

m)

1.45

1 .4

1 .35

1 .3

1 .25

1 .2

1 .15

1 .1

1 .05

1

0.95

0 .9

0 .85

0 .8

0 .75

0 .7

0 .65








)log(S tzCa ×D×=



zCPT

v DMD

=å sS




End depth(m)

Thickness(m)

Relativedepth(m)

M(CPT)

(MPa)Iz Settlement

(cm)Delta P(kPa)

Second.settlement

(cm)

Overallsettlement

(cm)


91 1.45 1.46 0.01 0.91 5.77 9.16 0.48 0.001 0.000 0.001

92 1.46 1.47 0.01 0.92 5.70 9.21 0.48 0.001 0.000 0.001

93 1.47 1.48 0.01 0.93 5.63 9.38 0.47 0.001 0.000 0.001

94 1.48 1.49 0.01 0.94 5.56 9.84 0.46 0.001 0.000 0.001






Project:





CPT: CPT-03

Location:

Cone resistance qt


Dep

th (

m)

20

19

18

17

16

15

14

13

12

11

10

9

8

7

6

5

4

3

2

1


M(CPT) (MPa)1831338333

Dep

th (

m)

2019.5

1918.5

1817.5

1716.5

1615.5

1514.5

1413.5

1312.5

1211.5

1110.5

109.5

98.5

87.5

76.5

65.5

54.5

43.5

32.5

21.5

1



Dep

th (

m)

1.55

1 .5

1 .45

1 .4

1 .35

1 .3

1 .25

1 .2

1 .15

1 .1

1 .05

1

0.95

0 .9

0 .85

0 .8








)log(S tzCa ×D×=



zCPT

v DMD

=å sS

CPeT-IT v.2.0.1.82 - CPTU data presentation & interpretation software - Report created on: 27/02/2019, 12:01:04 p.m. 1Project file: \\nzham1fp001.au.aecomnet.com\projects\605X\60597413\400_TECH\431_Geotech\Analysis\Endeavour Park.cpt



End depth(m)

Thickness(m)

Relativedepth(m)

M(CPT)

(MPa)Iz Settlement

(cm)Delta P(kPa)

Second.settlement

(cm)

Overallsettlement

(cm)







Project:





CPT: CPT-04

Location:

Cone resistance qt


Dep

th (

m)

20

19

18

17

16

15

14

13

12

11

10

9

8

7

6

5

4

3

2

1


M(CPT) (MPa)151101511

Dep

th (

m)

2019.5

1918.5

1817.5

1716.5

1615.5

1514.5

1413.5

1312.5

1211.5

1110.5

109.5

98.5

87.5

76.5

65.5

54.5

43.5

32.5

21.5

1



Dep

th (

m)

1.5

1 .45

1 .4

1 .35

1 .3

1 .25

1 .2

1 .15

1 .1

1 .05

1

0.95

0 .9

0 .85

0 .8

0 .75

0 .7








)log(S tzCa ×D×=



zCPT

v DMD

=å sS




End depth(m)

Thickness(m)

Relativedepth(m)

M(CPT)

(MPa)Iz Settlement

(cm)Delta P(kPa)

Second.settlement

(cm)

Overallsettlement

(cm)


91 1.50 1.51 0.01 0.91 5.77 21.38 0.48 0.000 0.000 0.000

92 1.51 1.52 0.01 0.92 5.70 20.18 0.48 0.000 0.000 0.000






Project:





CPT: CPT-05

Location:

Cone resistance qt


Dep

th (

m)

20

19

18

17

16

15

14

13

12

11

10

9

8

7

6

5

4

3

2

1


M(CPT) (MPa)1731237323

Dep

th (

m)

2019.5

1918.5

1817.5

1716.5

1615.5

1514.5

1413.5

1312.5

1211.5

1110.5

109.5

98.5

87.5

76.5

65.5

54.5

43.5

32.5

21.5

1


Settlement (cm)0.060 .040.020

Dep

th (

m)

1.5

1 .45

1 .4

1 .35

1 .3

1 .25

1 .2

1 .15

1 .1

1 .05

1

0.95

0 .9

0 .85

0 .8

0 .75

0 .7








)log(S tzCa ×D×=



zCPT

v DMD

=å sS




End depth(m)

Thickness(m)

Relativedepth(m)

M(CPT)

(MPa)Iz Settlement

(cm)Delta P(kPa)

Second.settlement

(cm)

Overallsettlement

(cm)


91 1.50 1.51 0.01 0.91 5.77 25.61 0.48 0.000 0.000 0.000

92 1.51 1.52 0.01 0.92 5.70 25.67 0.48 0.000 0.000 0.000






Project:





CPT: CPT-06

Location:

Cone resistance qt


Dep

th (

m)

20

19

18

17

16

15

14

13

12

11

10

9

8

7

6

5

4

3

2

1


M(CPT) (MPa)158108588

Dep

th (

m)

2019.5

1918.5

1817.5

1716.5

1615.5

1514.5

1413.5

1312.5

1211.5

1110.5

109.5

98.5

87.5

76.5

65.5

54.5

43.5

32.5

21.5

10.5


Settlement (cm)0.040.020

Dep

th (

m)

1.45

1 .4

1 .35

1 .3

1 .25

1 .2

1 .15

1 .1

1 .05

1

0.95

0 .9

0 .85

0 .8

0 .75

0 .7

0 .65

0 .6








)log(S tzCa ×D×=



zCPT

v DMD

=å sS




End depth(m)

Thickness(m)

Relativedepth(m)

M(CPT)

(MPa)Iz Settlement

(cm)Delta P(kPa)

Second.settlement

(cm)

Overallsettlement

(cm)


91 1.40 1.41 0.01 0.91 5.77 10.51 0.48 0.001 0.000 0.001

92 1.41 1.42 0.01 0.92 5.70 10.80 0.48 0.001 0.000 0.001

93 1.42 1.43 0.01 0.93 5.63 11.26 0.47 0.001 0.000 0.001

94 1.43 1.44 0.01 0.94 5.56 11.71 0.46 0.000 0.000 0.000

95 1.44 1.45 0.01 0.94 5.49 12.05 0.46 0.000 0.000 0.000

96 1.45 1.46 0.01 0.95 5.42 12.17 0.45 0.000 0.000 0.001






Documents

Appendix H Geotechnical Assessment Report prepared by AECOM