Hartleigh Estate, Stages 11 - 18, Clyde North · 2017. 12. 7. · 2 Tonkin & Taylor Pty Ltd Hartleigh Estate, Stages 11 - 18, Clyde North - Geotechnical investigation and pavement

REPORT

Hartleigh Estate, Stages 11 - 18, Clyde North

Geotechnical investigation and pavement design

Prepared for

National Pacific Properties Wynnstay Pty Ltd

Prepared by

Tonkin & Taylor Pty Ltd

Date

December 2017

Job Number

1004538.R1v1

Document Control

Hartleigh Estate, Stages 11 - 18, Clyde North

Date Version Description Prepared by: Reviewed by: Authorised by:

6/12/2017 1 Final A Ting

C Dailey

P Punchihewa T Chadwick

Distribution:

National Pacific Properties Wynnstay Pty Ltd 1 copy

Tonkin & Taylor Pty Ltd (FILE) 1 copy

Tonkin & Taylor Pty Ltd Hartleigh Estate, Stages 11 - 18, Clyde North - Geotechnical investigation and pavement design National Pacific Properties Wynnstay Pty Ltd

December 2017 Job No: 1004538.R1v1

Table of contents

1 Introduction 1 1.1 Previous investigations 1 1.2 Objective and scope of work 1 1.3 Site Description 2 1.4 Regional geology 2

2 Fieldwork 3

3 Laboratory testing 4

4 Stratigraphy 5 4.1.1 Groundwater 6

5 Pavement Design 6 5.1 Subgrade Design CBR Value 6 5.2 Design traffic loading 6

5.2.1 Road hierarchy 6 5.2.2 Traffic loading parameters 7

5.3 Pavement structures and compositions 8

6 Pavement Construction 11 6.1 Subgrade Preparation 11

6.1.1 Effects of Weather 11 6.1.2 Compaction 11 6.1.3 Proof Rolling 12 6.1.4 Expansive Clays 12 6.1.5 Insitu Stabilisation 12 6.1.6 Drainage 13

6.2 Pavement Material 14 6.2.1 Capping layer 14 6.2.2 Granular layers 14 6.2.3 Prime or primerseal 14 6.2.4 SAMI 15 6.2.5 Asphalt 15

7 Applicability 16

Appendix A : Site Location Plan & Road Hierarchy

Appendix B : Engineering Logs

Appendix C: Laboratory Test Certificates

Appendix D: Circly Outputs

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1 Introduction

Tonkin & Taylor Pty Ltd (T+T) has been engaged by National Pacific Properties Wynnstay Pty Ltd (client) to undertake a geotechnical investigation and provide pavement design for the development within the Stages 11-18 of Hartleigh Estate in Clyde North, Victoria.

The geotechnical investigation was undertaken in accordance with our proposal dated 25 September 2017 (Ref. 1004538.P1) which was accepted by the client on an email dated 25 September 2017.

This report presents the findings of the geotechnical investigation and recommendations on pavement structures and compositions for Stages 11-18 of the residential subdivision.

1.1 Previous investigations

Tonkin & Taylor Pty Ltd (T+T) had previously carried out environmental and geotechnical investigations for previous stages of the development, including:

April 2015; Geotechnical, environmental and hydrogeological site assessment. 100 Pattersons Road, Clyde. Report ref. 4687.v2.

June 2015; Stage 1, 100 Pattersons Road, Clyde North. Geotechnical Investigation and Pavement Design. Report ref. 4687.002.R1.

March 2016; Delineation Works TP20 – 100 Pattersons Road, Clyde. Report ref. 4687.003.

March 2016; Stage 1 Subgrade Inspection. Email ref. Hartleigh Estate Stage 1 Subgrade Inspection.

April 2016; Supervision of removal of impacted soils – TP20: 100 Pattersons Road, Clyde. Report ref. 4687.003.

June 2016; Delineation and Remediation Works - 100 Pattersons Road, Clyde. Report ref. 4687.003.

September 2016; Geotechnical Investigation and Pavement Design. Hartleigh Estate, Stages 5 – 10. Report ref. 4687.005.R1.

June 2017; Hartleigh Estate Wetlands – Outlet Culvert. Report ref. 1003030.L1.

1.2 Objective and scope of work

The objective of the geotechnical investigation was to determine the subsoil conditions at the site for pavement design. The following scope was undertaken as part of the investigation work:

A summary of sub-surface conditions encountered including descriptions of the soil strata encountered.

Engineering logs of all boreholes, including characteristics of the soil strata encountered on the site and the results of field and laboratory testing.

NATA endorsed test certificates of laboratory test results.

Recommended subgrade strata and design CBR value(s) for the design of the Stages 11-18 subdivisional road pavements;

Recommended options for the flexible pavement structures and compositions for the subdivision roads.

Discussion of pavement construction issues, including subgrade improvement using both select subgrade and subgrade stabilisation options.

General discussion with regards to pavement construction.

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1.3 Site Description

The proposed Stages 11-18 of the Hartleigh Estate residential subdivision is bound by Tuckers Road to the east and previous stages to the north and west and undeveloped paddock to the south. The site is currently used for farming. The site generally contains garden beds serviced by a network of irrigation line.

The Stage 11-18 development area is indicated to be approximately 35 Ha.

A tributory of Clyde Creek runs east-west direction acreoss the southern half of the site. A large fram dam was located within the central parts of the site which connects the Clyde Creek on the east and west side of the dam.

The area around the farm dam and the allignment o fthe creek was densly vegitated with hallow shrubs and trees up to 3m in height.

The topography of the western portion of the site was relatively flat whereas the eastern portion falls gently towards the Tuckers Road.

Figure 1-1: An aerial View of the site

1.4 Regional geology

The geological map of the area1 shows the site to be underlain by Tertiary age Red Bluff Sandstone known as Brighton Group formation comprising conglomerate, sandstone and ironstone. In our experience this unit is associated with a stratigraphy typically consisting of sands, clayey sands and sandy clays.

1 Department of Economic Development, Jobs, Transport and Resources (2016) Online 1:250,000 scale geological map (http://er-info.dpi.vic.gov.au/sd_weave/registered.htm). State Government of Victoria.

The Site

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2 Fieldwork

Prior to the commencement of drilling, a review of Dial-Before-You-Dig (DBYD) information was performed.

The fieldwork was carried out on 11 and 16 October 2017 under the direction and full time presence of a geotechnical engineer who was responsible for positioning the boreholes and test pits, directing the extent of sampling and in-situ testing, and logging the subsoil conditions encountered.

The fieldwork comprised the following:

Twenty (20) test pits to depths up to 3 m below ground level (bgl).

Five (5) boreholes drilled using a track mounted drill rig to the target depth of 4 m bgl.

In-situ testing comprising dynamic cone penetrometer (DCP) tests at each test pit locations to a target depth of 1.5 m bgl or refusal, and standard penetration tests (SPT) at 1.5 m intervals in the borehole.

Retrieval of disturbed soil samples for geotechnical laboratory testing.

The test locations are shown on Figure 1, in Appendix A, and engineering logs of boreholes are provided in Appendix B. The coordinates were recorded using a hand held GPS with an accuracy of ±5 m, and are provided on the relevant engineering log.

All fieldwork was be carried out in accordance with internal quality procedures, having particular regard for T+T’s Quality, Safety and Environmental Management manuals and the following standards and codes of practice:

AS1726 Geotechnical Site Investigation.

AS1289 Sampling and Testing of Soils for Engineering Purposes.

Material classification and logging techniques were carried out in accordance with the attached explanatory notes and wherever possible, material classifications have been correlated to the results of laboratory testing. However, it should be noted that field material classification is a subjective opinion of the field engineer and may differ in some respects from an interpretation derived from the laboratory test results.

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3 Laboratory testing

Laboratory testing was undertaken by Chadwick Geotechnics, a NATA accredited laboratory in Dandenong South. The NATA laboratory test reports are included in Appendix C.

A summary of laboratory test results is presented in Table 3-1.

Table 3-1: Summary of field and laboratory test results

Test Site

Material Layer

Depth (m)

Mo

istu

re C

on

ten

t (%

)

Liq

uid

Lim

it (

%)

Pla

stic

ity

Ind

ex (

%)

Lin

ear

Shri

nka

ge

(%)

CB

R (

%)

Swel

l (%

)

MD

D (

t/m

3)

OM

C (%

)

Sieve Analysis (%) Passing

0.07

5 m

m

0.42

5 m

m

2.36

mm

TP01 SAND 0.75 – 0.9 10.9 - - - - - - - - - -

CLAY 1 – 2.5 - - - 1.5 1.0 1.72 19 - - -

TP02 CLAY 0.75 – 0.9 21.5 - - - - - - - - - -

TP03 SAND 0.5 – 0.6 17.0 - - - - - - - - - -

SAND 1 – 1.5 - 33 18 6 7 0.5 1.84 14.7 32 66 100

TP04 CLAY 0.75 – 0.9 24.8 - - - - - - - - - -

TP05 SAND 0.75 – 0.9 12.8 - - - - - - - - - -

TP06 CLAY 0.75 - 0.9 28.6 - - - - - - - - - -

TP07 CLAY 0.8 – 0.9 10.7 - - - - - - - - - -

TP08 CLAY 0.3 – 1 - - - - 4 0 1.75 17.5 - - -

CLAY 1 – 1.1 8.4 - - - - - - - - - -

TP09 CLAY 0.75 – 0.9 21.0 - - - - - - - - - -

TP10 SAND 0.75 – 0.9 12.1 - - - - - - - - - -

TP11 SAND 0.2 – 0.3 10.2 - - - - - - - - - -

TP12 CLAY 0.9 – 1 33.7 - - - - - - - - - -

TP13 SAND 0.4 – 1.7 - - - - 1 1 1.71 18.5 - - -

SAND 0.75 – 0.9 15.5 - - - - - - - - - -

TP14 CLAY 0.9 - 1 21.7 - - - - - - - - - -

TP15 CLAY 0.7 – 0.8 23.3 - - - - - - - - - -

TP16 SAND 0.75 – 0.9 19.1 - - - - - - - - - -

TP17 CLAY 0.7 – 0.8 26.1 - - - - - - - - - -

TP18 CLAY 0.8 – 0.9 28.4 - - - - - - - - - -

TP19 CLAY 0.7 – 0.8 40.5 - - - - - - - - - -

CLAY 0.9 – 2.5 - 61 32 17 1 3 1.3 36 68 91 100

TP20 CLAY 0.8 – 1.3 33.9 - - - 0.5 4.5 1.39 34 - - -

Note: CBR: California Bearing Ratio, MDD: Maximum Dry Density, OMC: Optimum Moisture Content

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4 Stratigraphy

The following summary of the subsurface stratigraphy is inferred from the available site investigation data, and as such only represents the site conditions at the locations of the field testing. It is possible that conditions at locations between the field tests may be different and therefore this summary should only be understood to apply to the test locations.

The nature of the existing soil profiles encountered across the site comprise the following stratigraphic units:

Unit 1 FILL

Unit 2 Silty SAND

Unit 3 Sandy CLAY

Unit 4 Clayey SAND

The soils are considered consistent with the Brighton Group geology published for the region. The units are described in the following sub-sections of the report. More detailed information is provided in the Engineering Logs (Appendix B) together with an explanation of the terminology used in the Logs.

Unit 1 – FILL

Fill comprises silty sand was encountered at all test locations except at location BH05. This unit is described as brown, fine to medium grained, non-plastic with rootlets. The thickness of fill generally vary from 0.1 m to 0.5 m across the site except at TP07 where the thickness of fill was indicated to be in the order of 0.85 m. TP07 was located next to the existing dam.

The DCP generally recorded penetration resistance values of between 1 and 15 blows/100 mm, indicative of variably loose to dense soils.

Unit 2 – Silty SAND

Silty SAND was encountered within test locations either from ground surface or underlying Units 1, 3 and 4 to depths between 0.4 m and test pit termination depth of 2.5 m bgl. This unit is typically described as grey, fine to medium grained, silt is non-plastic.

The DCP generally recorded penetration resistance values of between 2 and 12 blows/100 mm, indicative of variably loose to dense soils.

Unit 3 – Sandy CLAY

Sandy clay encountered underlying Unit 1 or Unit 2 at all test locations except TP03, TP10 and TP11. This unit was generally described as orange mottled grey, low to medium plasticity and sand is typically fine to medium grained. This unit extended to depths between 0.8 m and up to borehole terminations depth of 4 m.

The DCP generally recorded penetration resistance values of between 1 blows/100 mm and refusal, indicative of variably soft to hard soils.

Unit 4 – Clayey SAND

This unit was encountered in locations BH01, TP03 and TP10 underlying either Unit 1 or Unit 3 to depths between 2 m and borehole termination depth of 4 m bgl. This unit is typically described as brown-grey, fine to medium grained, low plasticity. Bands of weakly cemented sand has been observed within this unit.

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Particle size distribution test result indicates 32% of fines and the atterberg limits test results indicate plasticity index and liquid limit of 18% and 33%, confirming low plasticity clayey SAND material.

The DCP generally recorded penetration resistance values of between 3 blows/100 mm and refusal within this layer, indicative of variably medium dense to very dense soils.

4.1.1 Groundwater

Groundwater seepage was encountered in BH01 and BH02 at depths of 3.2 and 2.5 m bgl (respectively) while drilling and no groundwater was observed during the investigation within the depths of the remainder of the boreholes or the testpits.

Groundwater levels can vary at different times of the year due to seasonal fluctuations. It is possible that a perched water table will occur within the upper silt layers overlying clays during the winter months and after periods of heavy rain.

5 Pavement Design

5.1 Subgrade Design CBR Value

Given the soil profiles encountered and assuming that the new pavements are to be constructed to have a finished level at or near the existing surface level, it is likely that the silty sand, clayey sand and sandy clay materials will be exposed at subgrade level.

Design subgrade CBR values of 1.0% has been adopted for the site, provided that the subgrade consists of the natural silty sand, clayey sand and sandy clay and is not founded on silt or fill. This value is based on the laboratory and in-situ CBR tests, site observations and past experience with similar geologies. The silts and any uncontrolled fill are not suitable as a subgrade and should be stripped from the site.

Taking into consideration the measured swell values, Atterberg limits and sieve analyses the subgrade is considered to be to be moderately to highly reactive. Therefore any pavement structures should incorporate a capping layer to minimise the effects of ground movement due to moisture variation the clay soils.

As is the design CBR is less than 2% the EDCM requires a minimum 150mm subgrade improvement layer that is not incorporated into the overall pavement thickness.

The preferred subgrade improvement method is to stabilisation of the subgrade using an appropriate cement or lime (or combination). Subgrade improvement using a select fill material could also considered, however appropriate separation geotextile should be used between the improved sand subgrade and the capping layer.

5.2 Design traffic loading

5.2.1 Road hierarchy

A road hierarchy has been developed for the road network within the proposed subdivision based on projected traffic levels (vehicles per day) derived from the number of lots serviced by the roads and adopting ten (10) vehicle movements per day per lot, and by taking into consideration volume scenarios estimated and hierarchy for the adjoining stages 5-10 (T+T report 4687.005.R1) and information provided within the strategic transport modelling report provided2 for the previous

2 AECOM (25 July 2016) Metropolitan Planning Authority. Thompsons Road, Clyde Creek and Casey Fields South (Residential) PSPs 53, 54 & 57.1 Transport Modelling.

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stages. The roads have then been categorised to align with the road types listed in the EDCM3. The resulting road hierarchy is illustrated in Figure 5.1 overleaf and provided in Appendix A.

Figure 5.1 Road Hierarchy – Hartleigh Estate stages 11-18 (Source of background figure Beveridge Williams Drawing Ref 1201253 ISP 09.06.2016)

If, in the future, the anticipated traffic movements change or differ from those values adopted, the pavement design options should be reviewed accordingly

5.2.2 Traffic loading parameters

The design traffic loadings have been calculated using the estimated daily traffic volumes and typical values of other traffic parameters from information published in the EDCM4 and AGPT02/125. An allowance has been included for the heavy vehicle traffic during construction of buildings within the subdivision (refer Table 8, EDCM4).Table 5.1 provides a summary of the calculated design traffic loadings.

Plans for the development show a roundabout at intersecting connector streets within the western half of the site.

It is considered likely that there will be significant overlap of wheel paths of vehicles moving in opposite directions on the laneway (Montfort Lane), consequently a direction factor of 1.0 has been adopted.

3 Growth Areas Authority (April 2011) Engineering Design and Construction Manual for Residential Subdivisions 4 Growth Areas Authority (April 2011) Engineering Design and Construction Manual for Residential Subdivisions 5 Austroads Guide to Pavement Technology Part 2 (2012) Pavement Structural Design

Roundabout

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Table 5.1: Determination of Design Traffic Loadings

Road Category

(Road Name)

Traffic Load Parameter

Access Lane (Montfort Lane)

Access Place (Various Roads)

Access Street Level 1 (Various

Roads)

Connector Street

(Various Roads)

AADT (Vehicles per day) 200 300 1,000 4,500

% Heavy Vehicles (% HV) 3.0 4.0 5.0 7.0

NHVAG/HV 2.00 2.10 2.20 2.30

ESAs/HVAG 0.25 0.30 0.35 0.45

Direction Factor 1.0 0.5 0.5 0.5

Lane Distribution Factor 1.0 1.0 1.0 1.0

Annual Growth Rate (%/annum) 0 0.5 1.0 2.0

Design Period (years) 20 20 20 20

In-service Design ESA 2.2 x 104 2.9 x 104 1.5 x 105 -

Allowance for Construction Traffic (%)

5 4 3 -

Calculated Design ESA 2.3 x 104 3.0 x 104 1.6 x 105 1.5 x 106

Adopted Design ESA 3.0 x 104 1.6 x 105 1.5 x 106

Note: Road Category: As per EDCM Table 24.

AADT: Annual Average Daily Traffic.

ESA: Equivalent Standard Axles where a Standard Axle is a dual-tyred single axle loaded to 8.2 t.

HVAG: Heavy Vehicle Axle Groups.

The roundabout was designed to handle twice the traffic of Connector Streets based on the assumption that worst area of the roundabout traffic will be subjected to both north-south and east-west Connector Street traffic.

5.3 Pavement structures and compositions

Based on the site investigation, the results of the laboratory testing and the calculated traffic loadings, pavement design options have been developed for each of the road categories. The pavements have been designed in accordance with:

Austroads Guide to Pavement Technology Part 2: Pavement Structural Design (AGPT02-12).

VicRoads Code of Practice – Selection and Design of Road Pavements and Surfacings (RC500.22).

Growth Areas Authority6 – Engineering Design and Construction Manual for Residential Subdivisions in Growth Areas (EDCM).

The recommended pavement structures and compositions have been optimised using CIRCLY 6.0 software. Pavement compositions incorporate a stabilised subgrade capping layer or select fill layer. CIRCLY output files have been attached as Appendix D.

Asphalt fatigue has not been taken into account in determining the pavement composition for thin surfaced lightly trafficked pavements (DTL < 1 x 105 ESA) in accordance with advice provided in the Austroads Guide (Section 12.8 of ACPT02/12).

6 Now known as the Metropolitan Planning Authority

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Base course layer thicknesses and asphalt layer thicknesses have been matched to an assumed kerb and channel depth of 190 mm.

The EDCM recommends the use of a crumbed rubber modified binder asphalt for pavements constructed over expansive subgrades. At present there is only one manufacturer with an approved asphalt mix of this type. It is understood that there have been issues with the supply of this product recently, therefore a SAMI7 together with asphalt mixes containing standard grade bitumen have been provided as an alternative as per Addendum 1 to Section 11 of the EDCM.

A Pavement design has been provided for the roundabout area based on a pavement design speed of 10 km/h. The Intersection pavement should commence at the start of the turn lane taper or a minimum of 80m from the stop line, whichever is the greater distance. The midblock pavements have been designed for a design speed of 40 km/h assuming that the designated speeds of the midblock pavements are under 60 km/h.

Table 5-1: Access Lane & Access Place: Two Layer asphalt pavement (CBR ≥ 1.0%, DTL ≤ 3.0 x 104 ESA)

Wearing course 20 mm Size 7 mm Type L Class 320 Asphalt

Base Course 30 mm Size 10 mm Type N Class 320 Asphalt

Interlayer Size 10 mm SAMI with S18RF Binder

Bonding Layer Bituminous Prime

Base 140 mm Size 20 mm Class 2 Crushed Rock

Compacted to a mean density ratio of 98% (Modified) Maximum Dry Density AS1289, 5.2.1

Subbase 100 mm Size 20 mm Class 3 Crushed Rock (placed in two equal layers)

Compacted to a mean density ratio of 98% (Modified) Maximum Dry Density AS1289,5.2.1

Capping Layer 180 mm Type A Capping Layer Material meeting the requirements in Section 6.2.1

Total8 470 mm minimum (including asphalt and SAMI)

Subgrade Improvement 150 mm of subgrade improvement as recommended in 6.1.5 or select fill using “Type A Capping Layer Material” meeting the requirements in Section 6.2.1

Subgrade Material as found (silty sand, clayey sand and sandy clay), Top 200 mm compacted9 to a minimum density ratio of 98% (Standard) Maximum Dry Density AS1289, 5.1.1

7Strain Alleviating Membrane Interlayer (SAMI) is a sprayed seal incorporating a polymer modified binder as an alternative to a crumb rubber modified asphalt. 8 Total thickness over expansive subgrade (excluding subgrade improvement layer) complies with VicRoads RC500.22,

Figure 5.1 – Minimum Cover over Expansive Material. 9 Compaction requirements are only applicable where Select Fill layer is adopted.

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Table 5.3: Access Street Level 1: Two Layer asphalt pavement (CBR ≥ 1.0%, DTL ≤ 1.6 x 105 ESA)

Wearing course 30 mm Size 10 mm Type N Class 320 Asphalt

Base Course 30 mm Size 10 mm Type N Class 320 Asphalt

Interlayer Size 10 mm SAMI with S18RF Binder

Bonding Layer Bituminous Prime

Base 130 mm Size 20 mm Class 2 Crushed Rock

Compacted to a mean density ratio of 98% (Modified) Maximum Dry Density AS1289, 5.2.1

Subbase 200 mm Size 20 mm Class 3 Crushed Rock (placed in two equal layers)

Compacted to a mean density ratio of 98% (Modified) Maximum Dry Density AS1289,5.2.1


Total10 620 mm minimum (including asphalt and SAMI)



Table 5.5: Connector Street Level: Deep strength asphalt pavement (CBR ≥ 1.0%, DTL ≤ 1.5 x 106 ESA)

Wearing course 40 mm Size 10 mm Type H Class 320 Asphalt

Intermediate Course12 75 mm Size 20 mm Type SI Class 320 Asphalt

Base Course 75 mm Size 20 mm Type SF Class 320 Asphalt

Subbase 100 Size 20mm Class 3 CTCR Crushed Rock (E= 500MPa)

Compacted to a minimum density of 96% (Modified) AS1289, 5.2.1


Total12 540 mm minimum (including asphalt)



10 Total thickness over expansive subgrade (excluding subgrade improvement layer) complies with VicRoads RC500.22, Figure 5.1 – Minimum Cover over Expansive Material. 11 Compaction requirements are only applicable where Select Fill layer is adopted. 12 Includes 15mm construction tolerance as per VicRoads Code of Practice RC500.22 13 Compaction requirements are only applicable where Select Fill layer is adopted.

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Table 5.6: Roundabout: Deep strength asphalt pavement (CBR ≥ 1.0%, DTL ≤ 3.0 x 106 ESA)

Wearing course 40 mm Size 10 mm Type V Class 320 Asphalt

Intermediate Course14 75 mm Size 20 mm Type SI Class 320 Asphalt

Base Course 75 mm Size 20 mm Type SF Class 320 Asphalt

Subbase 100 Size 20mm Class 3 CTCR Crushed Rock (E= 500MPa)

Compacted to a minimum density of 96% (Modified) AS1289, 5.2.1


Total15 600 mm minimum (including asphalt)



6 Pavement Construction

6.1 Subgrade Preparation

6.1.1 Effects of Weather

Previous experience with the Clay soils as described within this report has shown that they are susceptible to severe loss of strength with an increase in moisture content that can occur during wetter times of the year or after heavy rainfall. Therefore significant subgrade improvement may be required if construction is programmed during winter or heavy rainfall occurs during the construction period. Wetting up of clay soils can also create problems with the subgrade meeting proof rolling requirements. Previous experience however, has shown that these materials if carefully treated or controlled can lead to the construction of roads exhibiting good performance.

While it would be preferable for construction to be programmed for the drier months, given the possibility wet weather during construction, the following actions are likely to prove beneficial.

Shape and compact the formation to maximise surface water runoff and minimise the infiltration of water.

Replace unsuitably wet materials with a suitable fill (lower sub base material) such as sand, quarry rubble or soft rock to enable construction to proceed.

Note: The suitability of any proposed fill for this purpose will require laboratory testing and/or have sufficient proven performance in practice.

6.1.2 Compaction

Subgrade soils should be compacted to a minimum dry density ratio of 98% of standard compaction at moisture contents of ±2.5% of standard optimum moisture content.

It is recommended that a subgrade inspection and testing (through Hilf rapid compaction tests and/or DCP tests) is undertaken at the boxing out stage to assess the condition of the subgrade and to assess the need (if any) for further subgrade improvement unless insitu stabilisation of the subgrade is to be undertaken.

14 Includes 15mm construction tolerance as per VicRoads Code of Practice RC500.22 15 Total thickness over expansive subgrade (excluding subgrade improvement layer) complies with VicRoads RC500.22, Figure 5.1 – Minimum Cover over Expansive Material. 16 Compaction requirements are only applicable where Select Fill layer is adopted.

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6.1.3 Proof Rolling

Due to the low CBR on site, proof roll undertaken on natural clay subgrade most likely to fail. In order to avoid this it is recommended that proof roll be undertaken on top of the subgrade improvement layer as recommended in Section 11.5.4 of the EDCM. Proof rolling should be conducted by a pneumatic-tyred roller loaded to 1.5t/wheel and with a tyre pressure of 450kPa. It is recommended that the proof roll be inspected and assessed by a suitably qualified Engineer. Areas where there is visible rutting in excess of 10mm in depth or where the subgrade “springiness”17 should be marked and the soil in those areas removed and replaced with stronger and/or drier material compacted in accordance with the requirements of Section 6.1.2.

6.1.4 Expansive Clays

Given the laboratory results obtained on the cohesive subgrade material at this site, the underlying cohesive CLAY soils are expected to be moderately to highly plastic and generally expansive and therefore due to the highly plastic nature of the cohesive subgrade have the potential to shrink and swell with changes in moisture content.

The Austroads Pavement Design Guide (Austroads 2012) provides some advice on controlling the effects of volume changes in moderately expansive soils on pavements. A common technique used to reduce volume change involves the inclusion of a reasonably impermeable lower sub base or Select Fill capping layer above the expansive soil. This layer minimises the moisture ingress to the expansive soil and provides a minimum depth of cover over the expansive soils so that the effects of any volume change on the pavement are minimised. The inclusion of the capping layer also provides a working platform, allowing construction to proceed in adverse weather conditions. Further to the above, it is desirable that the sub base layer and the capping layer be extended beyond the back of kerb and channel. VicRoads requires the layers to be extended 1.5 m behind the back of kerb, the City of Melton require the sub-base to be extended 600 m behind back of kerb and the capping layer to be extended 1 m behind back of kerb

The minimum depth of pavement over an expansive subgrade is determined in accordance with the VicRoads Code of Practice RC500.22, Figure 5.1 for major pavements and Appendix A of EDCM guidelines. In order for the capping layer to be effective it is essential that the depth of sub-surface drains is above the base of the capping layer.

The construction of the pavements should be completed as expeditiously as possible in order to reduce the period of exposure of the subgrade to:

warm to hot and windy weather which are the optimum drying conditions and drying of the expansive subgrade will result in cracking of the subgrade

wet weather conditions which will result in a sever loss of subgrade strength

The capping layer should be placed and completion of the pavement should proceed immediately after the formation is excavated and trimmed to the design subgrade level and acceptable proof rolling has been conducted.

6.1.5 Insitu Stabilisation

It is recommended that sand and clay subgrades are clearly identified that the time of the boxing out stage of the pavement. The clay and sand subgrades should be treated and stabilised separately as recommended below.

17 Springiness is a term to describe movement of the subgrade in areas away from the immediate vicinity of the roller during the proof rolling operation

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Subgrade improvement using cement stabilisation is recommended for the sand subgrade areas, due to the potential for pumping of water into the subgrade from potential high groundwater levels and shallow clay in areas of the site. Whereas the subgrade improvement using lime (or combination of lime and cement) stabilisation is recommended for the clay subgrade areas.

The cement stabilisation has been included in the pavement profile designs. Adequate and appropriate drainage of this subgrade layer at depth below the stabilised layer is essential for the long term satisfactory performance of the pavement, particularly for sand subgrade areas.

No laboratory testing has been undertaken to determine the type or amount of additive to sufficiently increase the mechanical properties of onsite subgrades. A nominal mix of as shown in Table 6-1.

Table 6-1: Nominal additive % (indicative only)

Subgrade Type % Additive (%)

Cement Lime

Sand Subgrade < 1 -

Clay Subgrade ~0.5 (where overly wet subgrade occurs)

~3

Insitu stabilisation is required to comply with VicRoads18 Section 290 – Lime Stabilisation of Earthworks Materials, which relate to preparation of the formation to be stabilised, quality of lime, spreading, mixing, and compaction of the stabilised earthworks material.

Above additive % by mass can be used for preliminary costing purposes, but the optimal mix is dependent on the binder to be used and its interaction with the on-site soils. The Contractor is required to carry out a site investigation and perform laboratory testing to determine the Design Distribution Rate of Available Lime required for lime stabilisation and appropriate mix design to determine the optimum additive content to achieve the specified material properties in accordance with VicRoads Code of Practice RC 500.23.

The depth insitu stabilisation shall not exceed 250 mm unless undertaken in two layers. The stabilised layer should be compacted to a minimum density ratio of 98% Maximum Standard Dry Density (Standard Compaction) at a moisture content between 2% dry and 2% wet of the optimum moisture content. The compaction process should be subject to a Level 2 Inspection and testing regime.

6.1.6 Drainage

Providing adequate surface and sub-surface drainage is essential for the proper functioning of a pavement.

both sides of the pavement;

at the interface between new and old pavements; and

at junctions between different pavement makeups.

The capping layer is required to be extended beneath the subsurface drains in order to provide a minimum cover of 150 mm from the underlying expansive subgrade. Therefore, the capping layer thickness may need to be increased below the subsurface drainage to achieve the minimum cover required as shown in Figure 020 of GAA guideline.

18 VicRoads Standard Specifications for Roadworks and Bridgeworks

14



The preferred subsurface drainage system comprises a 100mm diameter AGI to a minimum depth of 500mm below the subgrade level within sand or sandy gravel fill and natural sands. The drainage trench should be backfilled using a free draining granular material surrounded with a geotextile in order to minimise the movement of fines into the drainage medium.

6.2 Pavement Material

6.2.1 Capping layer

Earthworks material to be used as Capping Layer must have following properties;

soaked CBR of more than 7%;

swell of less than 1.5%;

liquid limit of less than 50%;

plasticity index (PI) of less than 25%;

pI x % less than 0.425 mm of less than 1200, and;

hydraulic conductivity of less than 1 x 10-9 m/s measured at OMC ±5%

Capping layer should be compacted to a Standard Dry Density ratio of 98% ± 1%. This layer should be a minimum of 150 mm thick or at least 2.5 times the maximum particle size in the layer. The layer should extend to a distance of at least 1.0m behind the kerb and channel or the edge of the road pavement.

Appropriate separation geotextile should be used between the improved sand subgrade and the capping layer in areas where sand act as the pavement subgrade.

6.2.2 Granular layers

The base and sub-base crushed rock should comply with VicRoads19 Section 812 and should be placed and compacted in accordance with VicRoads10 Section 304 to the minimum density ratios specified in Section 5.3.

The use of recycled crushed concrete complying with VicRoads10 Sections 820 or 821 may be used in place of Class 4 crushed rock in sub base layers.

Refer to VicRoads10 Section 310 for the preparation requirements of unbound granular pavements for sprayed bituminous surfacing or asphalt surfacing.

Each crushed rock should be compacted at or close to optimum moisture content but should be dried back to no more than 70% of optimum moisture content prior to placing the overlying layer. If materials are not subject to dry back, the stiffness’s adopted in the pavement design will not be achieved.

6.2.3 Prime or primerseal

A cutback bitumen or a bitumen emulsion prime or a primerseal incorporating a bitumen emulsion is recommended as a treatment prior to the application of a thin asphalt surfacing over a fine crushed rock base. The main functions of the prime or primerseal are to reduce surface dust, to waterproof the underlying layers, and provide a better bond between the base course and the asphalt.

A Cutback bitumen prime can be used where construction is undertaken provided the cutback can be cured before the final surfacing is placed over the prime. In the summer months curing of the

19 VicRoads Standard Specifications for Roadworks and Bridgeworks

15



cutback can occur in a matter of hours but in cooler weather may take several days. Where there is insufficient time to cure cutback then an emulsion prime or primerseal is preferred.

A primerseal is also preferred where the pavement is to be subject to traffic including construction traffic prior to laying asphalt.

When the application of the surfacing is delayed, significant construction savings may be realised, especially during the winter months, through the use of primerseal which helps to prevent moisture ingress and possible damage to the pavement. Note that a primerseal should not be trafficked for longer than twelve months.

6.2.4 SAMI

SAMI treatment applicable to two asphalt layer pavements only. The SAMI treatment should consist of a Size 10 sprayed seal using Class S18RF bitumen crumb rubber binder placed at an application rate of at least 1.8 l/m2

and covered with a light application of pre-coated Size 10 aggregate. The Class S18RF binder shall be produced using not less than 20 parts of crumb rubber (18%) by mass of binder. The volume of carrier oil used before any cutting oil is added shall not exceed 4 parts by volume of binder there.

It is important that aggregate is not overspread for the SAMI treatment and that it is swept so that there is no loose aggregate remaining on the SAMI surface when the structural course asphalt is placed so as to ensure a strong bond between the SAMI treatment and the subsequent asphalt layer. The SAMI treatment shall be preceded by placement of a bituminous prime.

6.2.5 Asphalt

The EDCM recommends the use of a two-layer asphalt surfacing with the lower layer being a crumbed rubber modified bitumen asphalt (BCRA) for granular pavement types when constructed over expansive soils. However, since BCRA is only available from one asphalt supplier in Melbourne alternative pavement designs are provided for these road types which comprise two layers of conventional asphalt (dense graded asphalt) and a SAMI (Strain Alleviating Membrane Interlayer). The two-layer asphalt surfacing provides for staged construction with the construction of the upper layer deferred until most of the housing development has been completed.

The crumbed rubber asphalt is intended to provide resistance to cracking for pavements constructed over expansive soil subgrades. The alternative pavement designs incorporating a primerseal, Strain Alleviating Membrane Interlayer (SAMI) and two layers of conventional asphalt are considered to achieve the same benefits but avoid the use of crumb rubber asphalt, which is in very limited supply. Bitumen crumb rubber asphalt requires a higher ambient temperature during placing and should not be placed when the majority of an area to be paved has a surface temperature less than 15 degrees Celsius.

Asphalt of the types recommended in the pavement design options should be manufactured in accordance with VicRoads20 Section 407 and should be registered with a General status a on the VicRoads Mix Register. Asphalt mixes should be supplied, placed and compacted in accordance with VicRoads11 Section 407.

The design thicknesses of asphalt layers make allowance for construction tolerances on the finish surface levels as stipulated in VicRoads21 Section 407.

20 VicRoads Standard Specifications for Roadworks and Bridgeworks 21 VicRoads Standard Specifications for Roadworks and Bridgeworks

16



7 Applicability

This report has been prepared for the exclusive use of our client National Pacific Properties Wynnstay Pty Ltd, with respect to the particular brief given to us and it may not be relied upon in other contexts or for any other purpose, or by any person other than our client, without our prior written agreement.

Tonkin & Taylor Pty Ltd

Report prepared by: Authorised for Tonkin & Taylor Pty Ltd by:

.......................................................... ...........................….......…...............

Prasanna Punchihewa Tim Chadwick

Senior Pavement Engineer Project Director

\\meldc1\data\rep\live\tt\projects\1004538\workingmaterial\1004538.r1.docx

Appendix A : Site Location Plan & Road Hierarchy

Tonkin & Taylor Pty LtdKings Technology Park, Ground Floor 95 Coventry St

Southbank, Victoria, 3006Ph: (03) 9863 8686

www.tonkintaylor.com.au

F

ig

ure

1

. 4

/1

0/2

01

7 8

:4

1:3

2 A

M

Environmental and Engineering ConsultantsKings Technology Park, Level 4, 111 Coventry St,

Southbank, Victoria, 3006Ph: (03) 9863 8686 Figure 2 01004538.R1

CDAIDRAWN

DRAWING CHECKED

APPROVED

FILE:

SCALE (AT A4 SIZE)

PROJECT No. FIG. No. Rev.

29/11

NTS

NATIONAL PACIFIC PROPERTIESHARTLEIGH ESTATE STAGES 11 - 18

CLYDE, VICROAD HIERARCHY

1004538-F2.ppt

Key

Access Place

Access Lane

29/11PCP

Access Street - Level 1

N

Connector Street 1

Stages 11-18

Appendix B : Engineering Logs

SM

SM

CL-CI

Exc

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Not

obs

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dM

M

M

L

MD-D

St

E

M

M

FILL; Silty sand, brown, fine to mediumgrained, non plastic

Silty SAND, dark brown grey, fine tomedium grained, low plasticity

Sandy CLAY, orange mottled grey, low tomedium plasticity, sand is fine grained

End of TP01 at 2.50m

4

4

8

5

9

10

9

5

4

3

7

6

3

6

6

8

8

18

10

20

23

20

10

8

6

15

13

6

13

13

10.9

1 1.5

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/S

tren

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Gra

phic

Log

Material Description

RL

(m)

Dep

th (

m)

0.5

1.0

1.5

2.0

2.5

3.0

Field Records /CommentsE

ase

ofE

xcav

atio

n

Tests

LL (

%)

MC

(%

)

SV

(kP

a)

DC

P

PP

(kP

a)

FIE

LD C

BR

(per

100

mm

)

CB

R

SW

ELL

Sam

ple

Typ

e

TESTPIT LOGSHEET:

BOREHOLE No: TP01

Hartleigh Estate Stages 11-18

See Figure 1

1004538


Easting:

Northing:

354871

5778852

16.10.2017

JHS

16.10.2017

ATIN

DATE COMMENCED:

DATE COMPLETED:

LOGGED BY:

CHECKED BY:

Library Template: T+T AUS.GLB; Report Template: TTAUS TEST PIT PAVEMENT File: P:\1004538\WORKINGMATERIAL\GINT\1004538.000R.GPJ

Trench Bearing:

Depth above/belowexisting pavement surface:

Trench Length:

Trench Width:

Surface R.L.:

Offset:

ExcavatorEquipment:

Model:

This log should be read in conjunction with the T&T Pty Log Summary Sheet and the Project Plan

250mmm

1 OF 1

CLIENT:

PROJECT:

LOCATION:

JOB NUMBER:

Fill

Red

Blu

ff s

ands

tone

SM

CL-CH

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Not

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erve

dM

M

L-MD

F-St

VSt

E

M

FILL; Silty sand, brown, fine to mediumgrained, trace coarse gravels and claylumps

Sandy CLAY, orange, grey, low to mediumplasticity, sand is fine grained sand, tracesof decomposed roots observed.

with fine to medium grained gravels


5

3

5

7

3

4

2

4

5

5

5

5

7

8

11

10

6

10

15

6

8

4

8

10

10

10

10

15

18

25

21.5

Moi

stur

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ondi

tion

Wat

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LSPI

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nit

Met

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ymbo

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Con

sist

ency

/S

tren

gth

Gra

phic

Log


RL

(m)

Dep

th (

m)

0.5

1.0

1.5

2.0

2.5

3.0


ase

ofE

xcav

atio

n

Tests

LL (

%)

MC

(%

)

SV

(kP

a)

DC

P

PP

(kP

a)

FIE

LD C

BR

(per

100

mm

)

CB

R

SW

ELL

Sam

ple

Typ

e

TESTPIT LOGSHEET:

BOREHOLE No: TP02


See Figure 1

1004538


Easting:

Northing:

354866

5778922

16.10.2017

JHS

16.10.2017

ATIN

DATE COMMENCED:

DATE COMPLETED:

LOGGED BY:

CHECKED BY:


Trench Bearing:


Trench Length:

Trench Width:

Surface R.L.:

Offset:

ExcavatorEquipment:

Model:


250mmm

1 OF 1

CLIENT:

PROJECT:

LOCATION:

JOB NUMBER:

Fill

Red

Blu

ff s

ands

tone

SM

SC

SM

Exc

avat

or

Not

obs

erve

dM

M

M

D

D

VD

E

M

M

FILL; Silty sand, grey, brown, fine tomedium grained, non plastic

Clayey SAND, orange-red, fine to mediumgrained, clay is low plasticity, bands ofweakly cemented sand from 0.7 m bgl

Silty SAND, grey-red, fine grained, nonplastic


10

12

3

6

25

25

R

23

28

6

13

55

55

55

17

33 18 6 .5 7

Moi

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tion

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Met

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ymbo

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Con

sist

ency

/S

tren

gth

Gra

phic

Log


RL

(m)

Dep

th (

m)

0.5

1.0

1.5

2.0

2.5

3.0


ase

ofE

xcav

atio

n

Tests

LL (

%)

MC

(%

)

SV

(kP

a)

DC

P

PP

(kP

a)

FIE

LD C

BR

(per

100

mm

)

CB

R

SW

ELL

Sam

ple

Typ

e

TESTPIT LOGSHEET:

BOREHOLE No: TP03


See Figure 1

1004538


Easting:

Northing:

354772

5779047

16.10.2017

JHS

16.10.2017

ATIN

DATE COMMENCED:

DATE COMPLETED:

LOGGED BY:

CHECKED BY:


Trench Bearing:


Trench Length:

Trench Width:

Surface R.L.:

Offset:

ExcavatorEquipment:

Model:


250mmm

1 OF 1

CLIENT:

PROJECT:

LOCATION:

JOB NUMBER:

Fill

Red

Blu

ff s

ands

tone

SM

SM

CL-CI

Exc

avat

or

Not

obs

erve

dM

M

M

L

D

VSt-H

E

M

M

FILL; Silty sand, brown, fine to coarsegrained, non plastic

Silty SAND, grey, fine to medium grained,trace medium to coarse grained gravels at0.4 m bgl

Sandy CLAY, orange-grey, low to mediumplasticity, sand is fine to coarse grained,trace fine sub-rounded gravels


2

4

10

17

16

12

12

12

8

6

8

11

15

15

17

4

8

23

41

39

28

28

28

18

13

18

25

36

36

41

24.8

Moi

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ondi

tion

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LSPI

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Met

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ymbo

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Con

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ency

/S

tren

gth

Gra

phic

Log


RL

(m)

Dep

th (

m)

0.5

1.0

1.5

2.0

2.5

3.0


ase

ofE

xcav

atio

n

Tests

LL (

%)

MC

(%

)

SV

(kP

a)

DC

P

PP

(kP

a)

FIE

LD C

BR

(per

100

mm

)

CB

R

SW

ELL

Sam

ple

Typ

e

TESTPIT LOGSHEET:

BOREHOLE No: TP04


See Figure 1

1004538


Easting:

Northing:

354688

5778944

16.10.2017

JHS

16.10.2017

ATIN

DATE COMMENCED:

DATE COMPLETED:

LOGGED BY:

CHECKED BY:


Trench Bearing:


Trench Length:

Trench Width:

Surface R.L.:

Offset:

ExcavatorEquipment:

Model:


250mmm

1 OF 1

CLIENT:

PROJECT:

LOCATION:

JOB NUMBER:

Fill

Red

Blu

ff s

ands

tone

SM

SM

CL-CI

SM

Exc

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or

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obs

erve

dM

M

M

M

L

D

S-VSt

D-VD

E

M

M

M

FILL; Silty sand, brown-dark grey, fine tocoarse grained, non plastic

Silty SAND, grey, fine to medium grained,silt is non plastic, trace rounded tosubrounded fine gravel

Sandy CLAY, orange mottled grey, low tomedium plasticity, sand is fine to coarsegrained

Silty SAND, orange-red, grey, fine tocoarse grained, silt is low plasticity, bandsof weakly cemented sand within layer


3

6

9

12

5

5

8

12

14

23

16

13

20

20

21

6

13

20

28

10

10

18

28

33

55

39

31

50

50

53

12.8

Moi

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ondi

tion

Wat

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LSPI

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catio

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ymbo

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Con

sist

ency

/S

tren

gth

Gra

phic

Log


RL

(m)

Dep

th (

m)

0.5

1.0

1.5

2.0

2.5

3.0


ase

ofE

xcav

atio

n

Tests

LL (

%)

MC

(%

)

SV

(kP

a)

DC

P

PP

(kP

a)

FIE

LD C

BR

(per

100

mm

)

CB

R

SW

ELL

Sam

ple

Typ

e

TESTPIT LOGSHEET:

BOREHOLE No: TP05


See Figure 1

1004538


Easting:

Northing:

354688

5778996

16.10.2017

JHS

16.10.2017

ATIN

DATE COMMENCED:

DATE COMPLETED:

LOGGED BY:

CHECKED BY:


Trench Bearing:


Trench Length:

Trench Width:

Surface R.L.:

Offset:

ExcavatorEquipment:

Model:


250mmm

1 OF 1

CLIENT:

PROJECT:

LOCATION:

JOB NUMBER:

Fill

Red

Blu

ff s

ands

tone

SM

CL-CI

CL

SM

Exc

avat

or

Not

obs

erve

dM

M

M

M

MD

St-VSt

D

E

M

M

M

FILL; Silty sand, brown grey, fine grained,non plastic, trace subrounded mediumgrained gravels

Sandy CLAY, orange mottled grey, low tomedium plasticity

Grades to low plasticity clay

Silty SAND, red orange grey, lowplasticity, bands of cemented sand withinthis layer


6

6

6

6

6

5

6

6

8

7

6

5

8

10

12

13

13

13

13

13

10

13

13

18

15

13

10

18

23

28

28.6

Moi

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LSPI

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Con

sist

ency

/S

tren

gth

Gra

phic

Log


RL

(m)

Dep

th (

m)

0.5

1.0

1.5

2.0

2.5

3.0


ase

ofE

xcav

atio

n

Tests

LL (

%)

MC

(%

)

SV

(kP

a)

DC

P

PP

(kP

a)

FIE

LD C

BR

(per

100

mm

)

CB

R

SW

ELL

Sam

ple

Typ

e

TESTPIT LOGSHEET:

BOREHOLE No: TP06


See Figure 1

1004538


Easting:

Northing:

354688

5779109

16.10.2017

JHS

16.10.2017

ATIN

DATE COMMENCED:

DATE COMPLETED:

LOGGED BY:

CHECKED BY:


Trench Bearing:


Trench Length:

Trench Width:

Surface R.L.:

Offset:

ExcavatorEquipment:

Model:


250mmm

1 OF 1

CLIENT:

PROJECT:

LOCATION:

JOB NUMBER:

Fill

Red

Blu

ff s

ands

tone

SM

CL-CI

Exc

avat

or

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obs

erve

dM

M

L-MD

F-St

VSt

M

M

FILL; Silty sand, grey-brown, fine tomedium grained, trace fine gravel at 0.8 mbgl

Sandy CLAY, orange mottled grey, low tomedium plasticity, sand is fine to mediumgrained, trace subrounded fine gravel,


1

4

5

8

5

6

6

2

2

2

4

8

9

15

18

2

8

10

18

10

13

13

4

4

4

8

18

20

36

44

10.7

Moi

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ondi

tion

Wat

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LSPI

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Met

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ymbo

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Con

sist

ency

/S

tren

gth

Gra

phic

Log


RL

(m)

Dep

th (

m)

0.5

1.0

1.5

2.0

2.5

3.0


ase

ofE

xcav

atio

n

Tests

LL (

%)

MC

(%

)

SV

(kP

a)

DC

P

PP

(kP

a)

FIE

LD C

BR

(per

100

mm

)

CB

R

SW

ELL

Sam

ple

Typ

e

TESTPIT LOGSHEET:

BOREHOLE No: TP07


See Figure 1

1004538


Easting:

Northing:

354528

5778943

16.10.2017

JHS

16.10.2017

ATIN

DATE COMMENCED:

DATE COMPLETED:

LOGGED BY:

CHECKED BY:


Trench Bearing:


Trench Length:

Trench Width:

Surface R.L.:

Offset:

ExcavatorEquipment:

Model:


250mmm

1 OF 1

CLIENT:

PROJECT:

LOCATION:

JOB NUMBER:

Red

Blu

ff s

ands

tone

SM

CL

Exc

avat

or

Not

obs

erve

dM

M

L

St-VSt

H

E

M

FILL; Silty sand, brown, grey, fine tomedium grained, trace fine to mediumgrained gravel

Sandy CLAY, redish orange, low plasticity,sand is fine to coarse grained


1

4

3

4

8

9

18

20

18

25

R

2

8

6

8

18

20

44

50

44

55

558.4

0 4

Moi

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ondi

tion

Wat

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LSPI

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Met

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Con

sist

ency

/S

tren

gth

Gra

phic

Log


RL

(m)

Dep

th (

m)

0.5

1.0

1.5

2.0

2.5

3.0


ase

ofE

xcav

atio

n

Tests

LL (

%)

MC

(%

)

SV

(kP

a)

DC

P

PP

(kP

a)

FIE

LD C

BR

(per

100

mm

)

CB

R

SW

ELL

Sam

ple

Typ

e

TESTPIT LOGSHEET:

BOREHOLE No: TP08


See Figure 1

1004538


Easting:

Northing:

354567

5779074

16.10.2017

JHS

16.10.2017

ATIN

DATE COMMENCED:

DATE COMPLETED:

LOGGED BY:

CHECKED BY:


Trench Bearing:


Trench Length:

Trench Width:

Surface R.L.:

Offset:

ExcavatorEquipment:

Model:


250mmm

1 OF 1

CLIENT:

PROJECT:

LOCATION:

JOB NUMBER:

Fill

Red

Blu

ff s

ands

tone

SM

CL-CI

SM

Exc

avat

or

Not

obs

erve

dM

M

M

MD

F-VSt

H

VD

E

M

M

Silty sand, grey-brown, fine to mediumgrained, rootlets

Sandy CLAY, orange, grey, low to mediumplasticity, sand is fine grained

Silty SAND, orange-red, grey, finegrained, non plastic


3

4

2

6

7

11

12

14

20

14

12

16

R

6

8

4

13

15

25

28

33

50

33

28

39

55

21

Moi

stur

eC

ondi

tion

Wat

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LSPI

Sam

ple

/ T

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Geo

logi

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Met

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Cla

ssifi

catio

nS

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Con

sist

ency

/S

tren

gth

Gra

phic

Log


RL

(m)

Dep

th (

m)

0.5

1.0

1.5

2.0

2.5

3.0


ase

ofE

xcav

atio

n

Tests

LL (

%)

MC

(%

)

SV

(kP

a)

DC

P

PP

(kP

a)

FIE

LD C

BR

(per

100

mm

)

CB

R

SW

ELL

Sam

ple

Typ

e

TESTPIT LOGSHEET:

BOREHOLE No: TP09


See Figure 1

1004538


Easting:

Northing:

354485

5779082

16.10.2017

JHS

16.10.2017

ATIN

DATE COMMENCED:

DATE COMPLETED:

LOGGED BY:

CHECKED BY:


Trench Bearing:


Trench Length:

Trench Width:

Surface R.L.:

Offset:

ExcavatorEquipment:

Model:


250mmm

1 OF 1

CLIENT:

PROJECT:

LOCATION:

JOB NUMBER:

Fill

Red

Blu

ff s

ands

tone

SM

SC

SM

Exc

avat

or

Not

obs

erve

dM

M

M

L

MD-D

VD

VD

E

M

M

FILL; Silty sand, dark brown, fine tocoarse grained, non plastic, rootlets

Clayey SAND, orange, grey, fine to coarsegrained, low plasticity,

Silty SAND, grey mottled orange, fine tocoarse grained, trace lumps of low tomedium plasticity clay


3

6

6

5

7

8

12

11

10

10

11

15

16

18

22

6

13

13

10

15

18

28

25

23

23

25

36

39

44

55

12.1

Moi

stur

eC

ondi

tion

Wat

er

LSPI

Sam

ple

/ T

est

Geo

logi

cal U

nit

Met

hod

Cla

ssifi

catio

nS

ymbo

l

Con

sist

ency

/S

tren

gth

Gra

phic

Log


RL

(m)

Dep

th (

m)

0.5

1.0

1.5

2.0

2.5

3.0


ase

ofE

xcav

atio

n

Tests

LL (

%)

MC

(%

)

SV

(kP

a)

DC

P

PP

(kP

a)

FIE

LD C

BR

(per

100

mm

)

CB

R

SW

ELL

Sam

ple

Typ

e

TESTPIT LOGSHEET:

BOREHOLE No: TP10


See Figure 1

1004538


Easting:

Northing:

354355

5778982

16.10.2017

JHS

16.10.2017

ATIN

DATE COMMENCED:

DATE COMPLETED:

LOGGED BY:

CHECKED BY:


Trench Bearing:


Trench Length:

Trench Width:

Surface R.L.:

Offset:

ExcavatorEquipment:

Model:


250mmm

1 OF 1

CLIENT:

PROJECT:

LOCATION:

JOB NUMBER:

Fill

Red

Blu

ff s

ands

tone

SM

Exc

avat

or

Not

obs

erve

dM

D

L

Possibly capping layerof underlying irrigationpipe. Excavationterminated.

FILL; Silty sand, grey brown, rootlets

CR; medium to coarse grained basaltgravels and cobbles.


Moi

stur

eC

ondi

tion

Wat

er

LSPI

Sam

ple

/ T

est

Geo

logi

cal U

nit

Met

hod

Cla

ssifi

catio

nS

ymbo

l

Con

sist

ency

/S

tren

gth

Gra

phic

Log


RL

(m)

Dep

th (

m)

0.5

1.0

1.5

2.0

2.5

3.0


ase

ofE

xcav

atio

n

Tests

LL (

%)

MC

(%

)

SV

(kP

a)

DC

P

PP

(kP

a)

FIE

LD C

BR

(per

100

mm

)

CB

R

SW

ELL

Sam

ple

Typ

e

TESTPIT LOGSHEET:

BOREHOLE No: TP11


See Figure 1

1004538


Easting:

Northing:

354418

5779084

16.10.2017

JHS

16.10.2017

ATIN

DATE COMMENCED:

DATE COMPLETED:

LOGGED BY:

CHECKED BY:


Trench Bearing:


Trench Length:

Trench Width:

Surface R.L.:

Offset:

ExcavatorEquipment:

Model:


250mmm

1 OF 1

CLIENT:

PROJECT:

LOCATION:

JOB NUMBER:

Fill

SM

CI-CH

Exc

avat

or

Not

obs

erve

dM

M

MD

S

St

H

E

M

FILL; Silty sand, dark brown, low plasticity,rootlets

Sandy CLAY, dark brown, medium to highplasticity, sand is fine to coarse grained

Some sub-rounded fine to mediumgravels


5

4

2

1

2

2

2

3

4

7

12

12

15

16

20

10

8

4

2

4

4

4

6

8

15

28

28

36

39

50

33.7

Moi

stur

eC

ondi

tion

Wat

er

LSPI

Sam

ple

/ T

est

Geo

logi

cal U

nit

Met

hod

Cla

ssifi

catio

nS

ymbo

l

Con

sist

ency

/S

tren

gth

Gra

phic

Log


RL

(m)

Dep

th (

m)

0.5

1.0

1.5

2.0

2.5

3.0


ase

ofE

xcav

atio

n

Tests

LL (

%)

MC

(%

)

SV

(kP

a)

DC

P

PP

(kP

a)

FIE

LD C

BR

(per

100

mm

)

CB

R

SW

ELL

Sam

ple

Typ

e

TESTPIT LOGSHEET:

BOREHOLE No: TP12


See Figure 1

1004538


Easting:

Northing:

354286

5778859

16.10.2017

JHS

16.10.2017

ATIN

DATE COMMENCED:

DATE COMPLETED:

LOGGED BY:

CHECKED BY:


Trench Bearing:


Trench Length:

Trench Width:

Surface R.L.:

Offset:

ExcavatorEquipment:

Model:


250mmm

1 OF 1

CLIENT:

PROJECT:

LOCATION:

JOB NUMBER:

Fill

Red

Blu

ff s

ands

tone

SM

SM

CL-CI

SM

Exc

avat

or

Not

obs

erve

dM

M

M

M

MD

MD

D

VSt

D

E

M

M

D

FILL; Silty sand, grey brown, non plastic,rootlets

Silty SAND, grey, fine grained, tracemedium grained gravel and low plasticityclay lumps

Sandy CLAY, orange grey, low to mediumplasticity, sand is fine grained

Silty SAND, grey orange, fine grained,bands of weakly cemented sand


5

4

3

2

3

4

5

3

5

8

9

8

9

8

10

10

8

6

4

6

8

10

6

10

18

20

18

20

18

23

15.5

1 1

Moi

stur

eC

ondi

tion

Wat

er

LSPI

Sam

ple

/ T

est

Geo

logi

cal U

nit

Met

hod

Cla

ssifi

catio

nS

ymbo

l

Con

sist

ency

/S

tren

gth

Gra

phic

Log


RL

(m)

Dep

th (

m)

0.5

1.0

1.5

2.0

2.5

3.0


ase

ofE

xcav

atio

n

Tests

LL (

%)

MC

(%

)

SV

(kP

a)

DC

P

PP

(kP

a)

FIE

LD C

BR

(per

100

mm

)

CB

R

SW

ELL

Sam

ple

Typ

e

TESTPIT LOGSHEET:

BOREHOLE No: TP13


See Figure 1

1004538


Easting:

Northing:

354229

5779069

16.10.2017

JHS

16.10.2017

ATIN

DATE COMMENCED:

DATE COMPLETED:

LOGGED BY:

CHECKED BY:


Trench Bearing:


Trench Length:

Trench Width:

Surface R.L.:

Offset:

ExcavatorEquipment:

Model:


250mmm

1 OF 1

CLIENT:

PROJECT:

LOCATION:

JOB NUMBER:

Fill

Red

Blu

ff s

ands

tone

SM

SM

CL-CI

Exc

avat

or

Not

obs

erve

dM

M

M

MD

MD

St-VSt

M

M

M

FILL; Silty sand, brown, non plastic,rootlets

Silty SAND, grey, fine to medium grained,non plastic

Sandy CLAY, orange mottled grey, low tomedium plasticity, sand is fine grainedand increasing content with depth


3

4

5

3

5

3

6

3

4

5

8

9

6

5

8

6

8

10

6

10

6

13

6

8

10

18

20

13

10

18

33.7

Moi

stur

eC

ondi

tion

Wat

er

LSPI

Sam

ple

/ T

est

Geo

logi

cal U

nit

Met

hod

Cla

ssifi

catio

nS

ymbo

l

Con

sist

ency

/S

tren

gth

Gra

phic

Log


RL

(m)

Dep

th (

m)

0.5

1.0

1.5

2.0

2.5

3.0


ase

ofE

xcav

atio

n

Tests

LL (

%)

MC

(%

)

SV

(kP

a)

DC

P

PP

(kP

a)

FIE

LD C

BR

(per

100

mm

)

CB

R

SW

ELL

Sam

ple

Typ

e

TESTPIT LOGSHEET:

BOREHOLE No: TP14


See Figure 1

1004538


Easting:

Northing:

354291

5779147

16.10.2017

JHS

16.10.2017

ATIN

DATE COMMENCED:

DATE COMPLETED:

LOGGED BY:

CHECKED BY:


Trench Bearing:


Trench Length:

Trench Width:

Surface R.L.:

Offset:

ExcavatorEquipment:

Model:


250mmm

1 OF 1

CLIENT:

PROJECT:

LOCATION:

JOB NUMBER:

Fill

Red

Blu

ff s

ands

tone

SM

SM

CI-CL

Exc

avat

or

Not

obs

erve

dM

M

M

MD

MD

St-VSt

E

M

M

FILL; Silty sand, brown, rootlets

Silty SAND, grey brown, medium tocoarse grained

Sandy CLAY, orange mottled grey, low tomedium plasticity, sand is fine to mediumgraine, sand content increasing with depth


3

4

3

4

4

5

6

8

6

8

9

8

9

9

8

6

8

6

8

8

10

13

18

13

18

20

18

20

20

18

23.3

Moi

stur

eC

ondi

tion

Wat

er

LSPI

Sam

ple

/ T

est

Geo

logi

cal U

nit

Met

hod

Cla

ssifi

catio

nS

ymbo

l

Con

sist

ency

/S

tren

gth

Gra

phic

Log


RL

(m)

Dep

th (

m)

0.5

1.0

1.5

2.0

2.5

3.0


ase

ofE

xcav

atio

n

Tests

LL (

%)

MC

(%

)

SV

(kP

a)

DC

P

PP

(kP

a)

FIE

LD C

BR

(per

100

mm

)

CB

R

SW

ELL

Sam

ple

Typ

e

TESTPIT LOGSHEET:

BOREHOLE No: TP15


See Figure 1

1004538


Easting:

Northing:

354211

5778890

16.10.2017

JHS

16.10.2017

ATIN

DATE COMMENCED:

DATE COMPLETED:

LOGGED BY:

CHECKED BY:


Trench Bearing:


Trench Length:

Trench Width:

Surface R.L.:

Offset:

ExcavatorEquipment:

Model:


250mmm

1 OF 1

CLIENT:

PROJECT:

LOCATION:

JOB NUMBER:

Fill

Red

Blu

ff s

ands

tone

SM

SM

CL-CI

Exc

avat

or

Not

obs

erve

dM

M

M

MD

MD

VSt-H

E

M

M

FILL; Silty sand, grey brown, fine grained,rootlets

Silty SAND, grey, fine grained, non plastic



5

6

6

2

3

6

5

6

6

7

7

15

17

25

12

10

13

13

4

6

13

10

13

13

15

15

36

41

55

28

19.1

Moi

stur

eC

ondi

tion

Wat

er

LSPI

Sam

ple

/ T

est

Geo

logi

cal U

nit

Met

hod

Cla

ssifi

catio

nS

ymbo

l

Con

sist

ency

/S

tren

gth

Gra

phic

Log


RL

(m)

Dep

th (

m)

0.5

1.0

1.5

2.0

2.5

3.0


ase

ofE

xcav

atio

n

Tests

LL (

%)

MC

(%

)

SV

(kP

a)

DC

P

PP

(kP

a)

FIE

LD C

BR

(per

100

mm

)

CB

R

SW

ELL

Sam

ple

Typ

e

TESTPIT LOGSHEET:

BOREHOLE No: TP16


See Figure 1

1004538


Easting:

Northing:

354201

5778781

16.10.2017

JHS

16.10.2017

ATIN

DATE COMMENCED:

DATE COMPLETED:

LOGGED BY:

CHECKED BY:


Trench Bearing:


Trench Length:

Trench Width:

Surface R.L.:

Offset:

ExcavatorEquipment:

Model:


250mmm

1 OF 1

CLIENT:

PROJECT:

LOCATION:

JOB NUMBER:

Fill

Red

Blu

ff s

ands

tone

SM

SM

CL-CI

Exc

avat

or

Not

obs

erve

dM

M

M

L-MD

MD

VSt-H

E

M

M

FILL; Silty sand, grey brown, non plastic,rootlets

Silty SAND, grey, fine to medium grained,non plastic

Sandy CLAY, orange mottled grey, low tomedium plasticity, sand is fine to mediumgrained


3

5

2

6

5

9

8

10

8

12

13

12

8

9

4

6

10

4

13

10

20

18

23

18

28

31

28

18

20

8

23.3

Moi

stur

eC

ondi

tion

Wat

er

LSPI

Sam

ple

/ T

est

Geo

logi

cal U

nit

Met

hod

Cla

ssifi

catio

nS

ymbo

l

Con

sist

ency

/S

tren

gth

Gra

phic

Log


RL

(m)

Dep

th (

m)

0.5

1.0

1.5

2.0

2.5

3.0


ase

ofE

xcav

atio

n

Tests

LL (

%)

MC

(%

)

SV

(kP

a)

DC

P

PP

(kP

a)

FIE

LD C

BR

(per

100

mm

)

CB

R

SW

ELL

Sam

ple

Typ

e

TESTPIT LOGSHEET:

BOREHOLE No: TP17


See Figure 1

1004538


Easting:

Northing:

354206

5779020

16.10.2017

JHS

16.10.2017

ATIN

DATE COMMENCED:

DATE COMPLETED:

LOGGED BY:

CHECKED BY:


Trench Bearing:


Trench Length:

Trench Width:

Surface R.L.:

Offset:

ExcavatorEquipment:

Model:


250mmm

1 OF 1

CLIENT:

PROJECT:

LOCATION:

JOB NUMBER:

Fill

Red

Blu

ff s

ands

tone

SM

CL-CI

SM

Exc

avat

or

Not

obs

erve

dM

M

M

L

St-VSt

H

MD

E

M

M

FILL; Silty sand, dark grey brown, nonplastic, rootlets


Silty SAND, fine grained, non to lowplasticity, trace clay


2

3

3

2

5

5

4

8

9

12

12

13

18

15

14

4

6

6

4

10

10

8

18

20

28

28

31

44

36

33

28.4

Moi

stur

eC

ondi

tion

Wat

er

LSPI

Sam

ple

/ T

est

Geo

logi

cal U

nit

Met

hod

Cla

ssifi

catio

nS

ymbo

l

Con

sist

ency

/S

tren

gth

Gra

phic

Log


RL

(m)

Dep

th (

m)

0.5

1.0

1.5

2.0

2.5

3.0


ase

ofE

xcav

atio

n

Tests

LL (

%)

MC

(%

)

SV

(kP

a)

DC

P

PP

(kP

a)

FIE

LD C

BR

(per

100

mm

)

CB

R

SW

ELL

Sam

ple

Typ

e

TESTPIT LOGSHEET:

BOREHOLE No: TP18


See Figure 1

1004538


Easting:

Northing:

354141

5779133

16.10.2017

JHS

16.10.2017

ATIN

DATE COMMENCED:

DATE COMPLETED:

LOGGED BY:

CHECKED BY:


Trench Bearing:


Trench Length:

Trench Width:

Surface R.L.:

Offset:

ExcavatorEquipment:

Model:


250mmm

1 OF 1

CLIENT:

PROJECT:

LOCATION:

JOB NUMBER:

Fill

Red

Blu

ff s

ands

tone

SM

CL-CI

Exc

avat

or

Not

obs

erve

dM

M

MD

St-VSt

E

M

FILL; Silty sand, dark brown, fine tomedium grained, non plastic

Sandy CLAY, brown mottled orange, lowto medium plasticity, sand is fine to coarsegrained, sand content increasing withdepth

trace gravel, medium grained


9

4

2

3

2

2

2

2

4

3

3

5

9

8

9

20

8

4

6

4

4

4

4

8

6

6

10

20

18

20

40.5

61 32 17 3 1

Moi

stur

eC

ondi

tion

Wat

er

LSPI

Sam

ple

/ T

est

Geo

logi

cal U

nit

Met

hod

Cla

ssifi

catio

nS

ymbo

l

Con

sist

ency

/S

tren

gth

Gra

phic

Log


RL

(m)

Dep

th (

m)

0.5

1.0

1.5

2.0

2.5

3.0


ase

ofE

xcav

atio

n

Tests

LL (

%)

MC

(%

)

SV

(kP

a)

DC

P

PP

(kP

a)

FIE

LD C

BR

(per

100

mm

)

CB

R

SW

ELL

Sam

ple

Typ

e

TESTPIT LOGSHEET:

BOREHOLE No: TP19


See Figure 1

1004538


Easting:

Northing:

354114

5778854

16.10.2017

JHS

16.10.2017

ATIN

DATE COMMENCED:

DATE COMPLETED:

LOGGED BY:

CHECKED BY:


Trench Bearing:


Trench Length:

Trench Width:

Surface R.L.:

Offset:

ExcavatorEquipment:

Model:


250mmm

1 OF 1

CLIENT:

PROJECT:

LOCATION:

JOB NUMBER:

Fill

Red

Blu

ff s

ands

tone

SM

CL-CI

CI-CH

Exc

avat

or

Not

obs

erve

dM

M

M

M

MD

F

F

St-VSt

E

M

M

M

FILL; Silty sand, brown, non plastic

Sandy CLAY, light brown, low to mediumplasticity, sand is fine grained, trace of fineto medium sized gravels

grades to medium to high plasticity clay

bands of weakly cemented sand


5

2

3

3

3

2

2

2

2

2

2

2

4

6

10

10

4

6

6

6

4

4

4

4

4

4

4

8

13

23

33.9 4.5 .5

Moi

stur

eC

ondi

tion

Wat

er

LSPI

Sam

ple

/ T

est

Geo

logi

cal U

nit

Met

hod

Cla

ssifi

catio

nS

ymbo

l

Con

sist

ency

/S

tren

gth

Gra

phic

Log


RL

(m)

Dep

th (

m)

0.5

1.0

1.5

2.0

2.5

3.0


ase

ofE

xcav

atio

n

Tests

LL (

%)

MC

(%

)

SV

(kP

a)

DC

P

PP

(kP

a)

FIE

LD C

BR

(per

100

mm

)

CB

R

SW

ELL

Sam

ple

Typ

e

TESTPIT LOGSHEET:

BOREHOLE No: TP20


See Figure 1

1004538


Easting:

Northing:

354714

5778741

16.10.2017

JHS

16.10.2017

ATIN

DATE COMMENCED:

DATE COMPLETED:

LOGGED BY:

CHECKED BY:


Trench Bearing:


Trench Length:

Trench Width:

Surface R.L.:

Offset:

ExcavatorEquipment:

Model:


250mmm

1 OF 1

CLIENT:

PROJECT:

LOCATION:

JOB NUMBER:

Fill

Red

Blu

ff s

ands

tone

Gro

undw

ater

inflo

w

SPT2,2,4N=6

SPT3,2,3N=5

SM

CI-CH

SC

F

L

Sol

id A

uger

FILL; Silty sand, light grey, low plasticity, trace claylumpsSandy CLAY, grey, medium to high plasticity, sand isfine grained and content increasing with depth

Clayey SAND, brown, fine grained, low plasticity

End of BH01 at 4.00m

M

M-W

W

Wat

er

Met

hod

Geo

logi

cal U

nit

Gra

phic

Log

0.5

1.0

1.5

2.0

2.5

3.0

3.5

4.0

Con

sist

ency

/S

tren

gth

Tests

MC

(%

)


Cla

ssifi

catio

nS

ymbo

l

BOREHOLE LOG

Field Records /Comments

1 OF 1R

L (m

)

Dep

th (

m)

SV

(kP

a)

Sam

ple

/ T

est

Cem

enta

tion

/W

eath

erin

g

DC

P

PP

(kP

a)

Moi

stur

eC

ondi

tion


See Figure 1

1004538

National Pacific Properties Wynnstay Pty LtdCLIENT:

PROJECT:

LOCATION:

JOB NUMBER:

Easting:

Northing:

354281

5778845

11.10.2017

JHS

11.10.2017

ATIN

Bore Size:

Drill Fluid:

Drill Contractor:

Drill Model:

Hole Angle:

Bearing:

Chad Geo

Solid Augur

Bore Size:

Drill Fluid:

ommDrill Contractor:

Drill Model:

Hole Angle:

Bearing:

Chad Geo

Solid Augur

DATE COMMENCED:

DATE COMPLETED:

LOGGED BY:

CHECKED BY:

Surface R.L.:

Offset:

Library Template: T+T AUS.GLB; Report Template: TTAUS BORELOG File: P:\1004538\WORKINGMATERIAL\GINT\1004538.000R.GPJ

SHEET:

BOREHOLE NO: BH01

This log should be read in conjunction with the T&T Pty Ltd Log Summary Sheet and the Project Plan

Fill

Red

Blu

ff s

ands

tone

Gro

undw

ater

inflo

w

SPT2,3,5N=8

SPT5,8,10N=18

SM

CL-CI F-St

VSt

Sol

id A

uger

FILL; Silty sand, dark grey, fine to medium grained,non plastic

Sandy CLAY, orange mottled grey, low to mediumplasticity, sand is fine to coarse grained

trace fine to medium grained gravels


M

M-W

M

Wat

er

Met

hod

Geo

logi

cal U

nit

Gra

phic

Log

0.5

1.0

1.5

2.0

2.5

3.0

3.5

4.0

Con

sist

ency

/S

tren

gth

Tests

MC

(%

)


Cla

ssifi

catio

nS

ymbo

l

BOREHOLE LOG


1 OF 1R

L (m

)

Dep

th (

m)

SV

(kP

a)

Sam

ple

/ T

est

Cem

enta

tion

/W

eath

erin

g

DC

P

PP

(kP

a)

Moi

stur

eC

ondi

tion


See Figure 1

1004538


PROJECT:

LOCATION:

JOB NUMBER:

Easting:

Northing:

354376

5778872

11.10.2017

JHS

11.10.2017

ATIN

Bore Size:

Drill Fluid:

Drill Contractor:

Drill Model:

Hole Angle:

Bearing:

Chad Geo

Solid Auger

Bore Size:

Drill Fluid:


Drill Model:

Hole Angle:

Bearing:

Chad Geo

Solid Auger

DATE COMMENCED:

DATE COMPLETED:

LOGGED BY:

CHECKED BY:

Surface R.L.:

Offset:


SHEET:

BOREHOLE NO: BH02


Fill

Red

Blu

ff s

ands

tone

Not

obs

erve

d

SPT2,4,5N=9

SPT4,6,6N=12

SM

CL-CI

MD

St

Sol

id A

uger

FILL; Silty sand, dark grey, fine to medium grained,non plastic

Sandy CLAY, orange mottled grey, low to mediumplasticity, sand is fine grained, trace of fine gravelsnoted with depth


M

M

Wat

er

Met

hod

Geo

logi

cal U

nit

Gra

phic

Log

0.5

1.0

1.5

2.0

2.5

3.0

3.5

4.0

Con

sist

ency

/S

tren

gth

Tests

MC

(%

)


Cla

ssifi

catio

nS

ymbo

l

BOREHOLE LOG


1 OF 1R

L (m

)

Dep

th (

m)

SV

(kP

a)

Sam

ple

/ T

est

Cem

enta

tion

/W

eath

erin

g

DC

P

PP

(kP

a)

Moi

stur

eC

ondi

tion


See Figure 1

1004538


PROJECT:

LOCATION:

JOB NUMBER:

Easting:

Northing:

354402

5778933

11.10.2017

JHS

11.10.2017

ATIN

Bore Size:

Drill Fluid:

Drill Contractor:

Drill Model:

Hole Angle:

Bearing:

Chad Geo

Solid Auger

Bore Size:

Drill Fluid:


Drill Model:

Hole Angle:

Bearing:

Chad Geo

Solid Auger

DATE COMMENCED:

DATE COMPLETED:

LOGGED BY:

CHECKED BY:

Surface R.L.:

Offset:


SHEET:

BOREHOLE NO: BH03


Fill

Red

Blu

ff s

ands

tone

Not

obs

erve

d

SPT5,7,8N=15

SPT4,6,7N=13

SP

CI-CH

MD

St

Sol

id A

uger

FILL; Sand, light brown, fine grained

Sandy CLAY, orange mottled grey, medium to highplasticity, sand is fine grained, trace fine to mediumsized gravels at depth


M

M

Wat

er

Met

hod

Geo

logi

cal U

nit

Gra

phic

Log

0.5

1.0

1.5

2.0

2.5

3.0

3.5

4.0

Con

sist

ency

/S

tren

gth

Tests

MC

(%

)


Cla

ssifi

catio

nS

ymbo

l

BOREHOLE LOG


1 OF 1R

L (m

)

Dep

th (

m)

SV

(kP

a)

Sam

ple

/ T

est

Cem

enta

tion

/W

eath

erin

g

DC

P

PP

(kP

a)

Moi

stur

eC

ondi

tion


See Figure 1

1004538


PROJECT:

LOCATION:

JOB NUMBER:

Easting:

Northing:

354669

5778943

11.10.2017

JHS

11.10.2017

ATIN

Bore Size:

Drill Fluid:

Drill Contractor:

Drill Model:

Hole Angle:

Bearing:

Chad Geo

Solid Auger

Bore Size:

Drill Fluid:


Drill Model:

Hole Angle:

Bearing:

Chad Geo

Solid Auger

DATE COMMENCED:

DATE COMPLETED:

LOGGED BY:

CHECKED BY:

Surface R.L.:

Offset:


SHEET:

BOREHOLE NO: BH04


Fill

Red

Blu

ff s

ands

tone

Not

obs

erve

d

SPT3,4,6N=10

SPT7,7,14N=21

SP

CI-CH

CL-CI

MD

St

VSt

Sol

id A

uger

SAND, grey, fine to medium grained

CLAY, orange mottled grey, medium to highplasticity, trace of fine gravel

Sandy CLAY, orange, low to medium plasticity, sandIS fine to medium grained, weakly cemented sand at3.4 m bgl


M

M

MW

ater

Met

hod

Geo

logi

cal U

nit

Gra

phic

Log

0.5

1.0

1.5

2.0

2.5

3.0

3.5

4.0

Con

sist

ency

/S

tren

gth

Tests

MC

(%

)


Cla

ssifi

catio

nS

ymbo

l

BOREHOLE LOG


1 OF 1R

L (m

)

Dep

th (

m)

SV

(kP

a)

Sam

ple

/ T

est

Cem

enta

tion

/W

eath

erin

g

DC

P

PP

(kP

a)

Moi

stur

eC

ondi

tion


See Figure 1

1004538


PROJECT:

LOCATION:

JOB NUMBER:

Easting:

Northing:

354753

5778881

11.10.2017

JHS

11.10.2017

ATIN

Bore Size:

Drill Fluid:

Drill Contractor:

Drill Model:

Hole Angle:

Bearing:

Chad Geo

Solid Auger

Bore Size:

Drill Fluid:


Drill Model:

Hole Angle:

Bearing:

Chad Geo

Solid Auger

DATE COMMENCED:

DATE COMPLETED:

LOGGED BY:

CHECKED BY:

Surface R.L.:

Offset:


SHEET:

BOREHOLE NO: BH05


Red

Blu

ff s

ands

tone

Appendix C: Laboratory Test Certificates

MOISTURE CONTENT REPORT

Customer: Tonkin & Taylor Aus Pty Ltd Report Number: W17DS02106

Customer Address: Ground Floor Coventry Street, South Melbourne Report Date: 01/11/17

Project: Hartleigh Estate, Stages 11 - 18 Request No: 1004827

Location: Clyde North Test Method: AS 1289 2.1.1

Customer Order No.: Page: 1 of 2

Sample No.: S17DS-07663 S17DS-07664 S17DS-07665 S17DS-07666 S17DS-07667 S17DS-07668 S17DS-07669 S17DS-07670 S17DS-07671

ID No.: 1 2 3 4 5 6 7 8 9

Lot No.: - - - - - - - - -

Date Sampled: 16/10/2017 16/10/2017 16/10/2017 16/10/2017 16/10/2017 16/10/2017 16/10/2017 16/10/2017 16/10/2017

Time Sampled: am/pm am/pm am/pm am/pm am/pm am/pm am/pm am/pm am/pm

Date Tested: 26/10/2017 26/10/2017 26/10/2017 26/10/2017 26/10/2017 26/10/2017 26/10/2017 26/10/2017 26/10/2017

Material Source: Insitu Insitu Insitu Insitu Insitu Insitu Insitu Insitu Insitu

Material Description: Clay Clay Clay Clay Clay Clay Clay Clay Clay

To Be Used As: Material Analysis Material Analysis Material Analysis Material Analysis Material Analysis Material Analysis Material Analysis Material Analysis Material Analysis

- - - - - - - - -

TP01 TP02 TP03 TP04 TP05 TP06 TP07 TP08 TP09

0.75m 0.75m 0.5m 0.75m 0.75m 0.75m 0.8m 1.0 - 1.1m 0.75m

- - - - - - - - -

Layer Depth (mm): - - - - - - - - -

Test Depth (mm): - - - - - - - - -

Sampling Procedure: Client Sampled Client Sampled Client Sampled Client Sampled Client Sampled Client Sampled Client Sampled Client Sampled Client Sampled

Moisture Content (%): 10.9 21.5 17.0 24.8 12.8 28.6 10.7 8.4 21.0

Remarks:

APPROVED SIGNATORY Form No.: CG.319.001

Issue Date: 19/02/2013

M Robinson

1004538

Testing performed and reported at our Dandenong South Laboratory 12712

10

-

16/10/2017

S17DS-07672

26/10/2017

am/pm

Client Sampled

-

-

12.1

0.75m

Clay

Material Analysis

Sample Location :

-

-

TP10

Insitu

Head Office25 Metcalf DriveDANDENONG SOUTH VIC 3175

Ph: +61 3 8796 7900

Accredited for compliance with ISO/IEC 17025. The results of tests, calibrations and/or measurements included in this document are traceable to Australian/national standards.

MOISTURE CONTENT REPORT

Customer: Tonkin & Taylor Aus Pty Ltd Report Number: W17DS02106

Customer Address: Ground Floor Coventry Street, South Melbourne Report Date: 01/11/17

Project: Hartleigh Estate, Stages 11 - 18 Request No: 1004827

Location: Clyde North Test Method: AS 1289 2.1.1

Customer Order No.: Page: 2 of 2

Sample No.: S17DS-07673 S17DS-07674 S17DS-07675 S17DS-07676 S17DS-07677 S17DS-07678 S17DS-07679 S17DS-07680 S17DS-07681

ID No.: 11 12 13 14 15 16 17 18 19

Lot No.: - - - - - - - - -

Date Sampled: 16/10/2017 16/10/2017 16/10/2017 16/10/2017 16/10/2017 16/10/2017 16/10/2017 16/10/2017 16/10/2017

Time Sampled: am/pm am/pm am/pm am/pm am/pm am/pm am/pm am/pm am/pm

Date Tested: 26/10/2017 26/10/2017 26/10/2017 26/10/2017 26/10/2017 26/10/2017 26/10/2017 26/10/2017 26/10/2017

Material Source: Insitu Insitu Insitu Insitu Insitu Insitu Insitu Insitu Insitu

Material Description: Clay Clay Clay Clay Clay Clay Clay Clay Clay

To Be Used As: Material Analysis Material Analysis Material Analysis Material Analysis Material Analysis Material Analysis Material Analysis Material Analysis Material Analysis

- - - - - - - - -

TP11 TP12 TP13 TP14 TP15 TP16 TP17 TP18 TP19

- 0.9m 0.75m 0.9m 0.7m 0.75m 0.7m 0.8m 0.7m

- - - - - - - - -

Layer Depth (mm): - - - - - - - - -

Test Depth (mm): - - - - - - - - -

Sampling Procedure: Client Sampled Client Sampled Client Sampled Client Sampled Client Sampled Client Sampled Client Sampled Client Sampled Client Sampled

Moisture Content (%): 10.2 33.7 15.5 21.7 23.3 19.1 26.1 28.4 40.5

Remarks:

APPROVED SIGNATORY Form No.: CG.319.001

Issue Date: 19/02/2013

M Robinson

1004538

Testing performed and reported at our Dandenong South Laboratory 12712

20

-

16/10/2017

S17DS-07682

26/10/2017

am/pm

Client Sampled

-

-

33.9

0.8m

Clay

Material Analysis

Sample Location :

-

-

TP20

Insitu

Head Office25 Metcalf DriveDANDENONG SOUTH VIC 3175

Ph: +61 3 8796 7900

Accredited for compliance with ISO/IEC 17025. The results of tests, calibrations and/or measurements included in this document are traceable to Australian/national standards.

Accredited for compliance with ISO/IEC 17025– Testing

14/11/2017

Material Test ReportReport No: MAT:S17DS-07684/1

Issue No: 1

Client:

Date of Issue:Approved Signatory: J. Lamont(Melbourne Lab Supervisor)

Project: TT - Hartleigh Estate, Stages 11-18

DANDENONG SOUTH, VIC 3175

Dandenong South25 Metcalf Street

Ph: + 61 3 8796 7900Fax: +61 3 9706 9431

ACN 143 009 330

Tonkin & Taylor (Aus) Pty LimitedSOUTH MELBOURNE VIC 3006Ground Floor

THIS DOCUMENT SHALL NOT BE REPRODUCED EXCEPT IN FULL12712

Address:

Order No.:TRN:

CG Request No.:Lot No.:

Project No.: 1004827The results of the tests, calibrations and/or

measurements included in this document aretraceable to Australian/national standards.

Sample Details

1815

One Point33

YesNoNo

2506.0

Dry Sieved

20/10/2017Date SampledIn-SituSource

Clyde NorthLocation2Field Sample ID

ClayMaterialAS GradingSpecificationSubmitted by clientSampling MethodS17DS-07684Sample ID

TP03, 1.0 - 1.5mSample Location

Material Use

ResultSample History AS 1289.1.1

Other Test ResultsMethodDescription Limits

Preparation AS 1289.1.1 Linear Shrinkage (%) AS 1289.3.4.1Mould Length (mm)CrumblingCurlingCrackingLiquid Limit (%) AS 1289.3.1.2MethodPlastic Limit (%) AS 1289.3.2.1Plasticity Index (%) AS 1289.3.3.1

Page 2 of 2© 2000-2016 QESTLab by SpectraQEST.comForm No: 18909, Report No: MAT:S17DS-07684/1

N/AComments


14/11/2017


Issue No: 1

Client:





Ph: + 61 3 8796 7900Fax: +61 3 9706 9431

ACN 143 009 330



Address:

Order No.:TRN:




Sample Washed

66425µm58300µm40150µm

75600µm1002.36mm971.18mm

% PassingSieve Size Limits

3275µm

Date Tested:


Sample DetailsClyde NorthLocation2Field Sample ID



Note:

Atterberg Limit:Liquid Limit:Plastic Limit:

Plasticity Index:Linear Shrinkage (%):

Sample Description:

Grading:

3315186.0

0.8160D85: 0.3273D60: 0.2205D50:N/AD30: N/AD15: N/AD10:

AS 1289.3.6.1

Tested By:

Particle Size Distribution

FINES (32.0%)Clay Silt

SANDFine

(34.0%)Medium (33.3%)

Coarse (0.7%)

GRAVELFine

(0.0%)Coarse(0.0%)

COBBLES

(0.0%)



14/11/2017


Issue No: 1

Client:





Ph: + 61 3 8796 7900Fax: +61 3 9706 9431

ACN 143 009 330



Address:

Order No.:TRN:




Sample Details

3229

One Point61

YesNoNo

25017.0

Dry Sieved


Clyde NorthLocation5Field Sample ID



Material Use

ResultSample History AS 1289.1.1

Other Test ResultsMethodDescription Limits

Preparation AS 1289.1.1 Linear Shrinkage (%) AS 1289.3.4.1Mould Length (mm)CrumblingCurlingCrackingLiquid Limit (%) AS 1289.3.1.2MethodPlastic Limit (%) AS 1289.3.2.1Plasticity Index (%) AS 1289.3.3.1


N/AComments


14/11/2017


Issue No: 1

Client:





Ph: + 61 3 8796 7900Fax: +61 3 9706 9431

ACN 143 009 330



Address:

Order No.:TRN:




Sample Washed

93600µm91425µm88300µm

981.18mm1004.75mm1002.36mm

% PassingSieve Size Limits

78150µm6875µm

Date Tested:


Sample DetailsClyde NorthLocation5Field Sample ID



Note:

Atterberg Limit:Liquid Limit:Plastic Limit:

Plasticity Index:Linear Shrinkage (%):

Sample Description:

Grading:

61293217.0

0.2437D85: N/AD60: N/AD50:N/AD30: N/AD15: N/AD10:

AS 1289.3.6.1

Tested By:

Particle Size Distribution

FINES (68.0%)Clay Silt

SANDFine

(23.0%)Medium (8.5%)

Coarse (0.5%)

GRAVELFine

(0.0%)Coarse(0.0%)

COBBLES

(0.0%)


Sample DetailsLocation: Clyde NorthSample ID: S17DS-07683 Date Sampled: 20/10/2017Sampling Method: Submitted by clientSource: In-Situ Material: ClaySpecification:Location: TP01, 1.0 - 2.5mTested By: C.Ranarnja Date Tested: 1/11/2017

Test ResultsAS 1289.5.1.1

Standard MDD (t/m³): 1.72Standard OMC (%): 19.0

Date/Time Cure Start: 27/ 10/ 2017 00:00Date/Time Cure End: 01/ 11/ 2017 00:00

Dry Density - Moisture Content Relationship


14/11/2017

Maximum Dry Density ReportReport No: MDD:S17DS-07683

Issue No: 1

Client:





Ph: + 61 3 8796 7900Fax: +61 3 9706 9431

ACN 143 009 330



Address:

Order No.:TRN:




Page 1 of 1Form No: 18995, Report No: MDD:S17DS-07683 © 2000-2016 QESTLab by SpectraQEST.com

Comments







14/11/2017


Issue No: 1

Client:





Ph: + 61 3 8796 7900Fax: +61 3 9706 9431

ACN 143 009 330



Address:

Order No.:TRN:





Comments

Sample DetailsLocation: Clyde NorthSample ID: S17DS-07686 Date Sampled: 20/10/2017Sampling Method: Submitted by clientSource: In-Situ Material: ClaySpecification:Location: TP13, 0.4 - 1.7mTested By: D. McMahon Date Tested: 31/10/2017






14/11/2017


Issue No: 1

Client:





Ph: + 61 3 8796 7900Fax: +61 3 9706 9431

ACN 143 009 330



Address:

Order No.:TRN:





Comments

Sample DetailsLocation: Clyde NorthSample ID: S17DS-07687 Date Sampled: 20/10/2017Sampling Method: Submitted by clientSource: In-Situ Material: ClaySpecification: AS GradingLocation: TP19, 0.9 - 2.5mTested By: C.Ranarnja Date Tested: 1/11/2017






14/11/2017


Issue No: 1

Client:





Ph: + 61 3 8796 7900Fax: +61 3 9706 9431

ACN 143 009 330



Address:

Order No.:TRN:





Comments







14/11/2017


Issue No: 1

Client:





Ph: + 61 3 8796 7900Fax: +61 3 9706 9431

ACN 143 009 330



Address:

Order No.:TRN:





Comments

Sample DetailsSample ID: S17DS-07683 Date Sampled: 20/10/2017Sampled By: Client Material: ClayLocation: TP01, 1.0 - 2.5m Tested By: C.RanarnjaDate Tested: 10/11/2017

Test ResultsAS 1289.6.1.1 - 2014

CBR At 2.5mm (%): 1.5Maximum Dry Density (t/m³): 1.72Optimum Moisture Content (%): 19.0Dry Density before Soaking (t/m³): 1.69Density Ratio before Soaking (%): 98.0Moisture Content before Soaking (%): 18.7Moisture Ratio before Soaking (%): 98.5Dry Density after Soaking (t/m³): 1.67Density Ratio after Soaking (%): 97.0Swell (%): 1.0Moisture Content of Top 30mm (%): 21.9Compactive Effort: StandardSurcharge Mass (kg): 4.50Period of Soaking (Days): 4Oversize Material (%): 0.0CBR Moisture Content Method: AS 1289.2.1.1

Moisture Content (%): 20.9Date/Time Cure Start: 03/ 11/ 2017 00:00Date/Time Cure End: 06/ 11/ 2017 00:00

Load vs Penetration


14/11/2017

California Bearing Ratio Test ReportReport No: CBR:S17DS-07683

Issue No: 1

Client:





Ph: + 61 3 8796 7900Fax: +61 3 9706 9431

ACN 143 009 330



Address:

Order No.:TRN:




Page 1 of 1Form No: 18986, Report No: CBR:S17DS-07683 © 2000-2016 QESTLab by SpectraQEST.com

Comments



CBR At 5.0mm (%): 7Maximum Dry Density (t/m³): 1.84Optimum Moisture Content (%): 14.7Dry Density before Soaking (t/m³): 1.79Density Ratio before Soaking (%): 97.0Moisture Content before Soaking (%): 15.3Moisture Ratio before Soaking (%): 104.0Dry Density after Soaking (t/m³): 1.79Density Ratio after Soaking (%): 97.0Swell (%): 0.5Moisture Content of Top 30mm (%): 16.4Compactive Effort: StandardSurcharge Mass (kg): 4.50Period of Soaking (Days): 4Oversize Material (%): 0.0CBR Moisture Content Method: AS 1289.2.1.1


Load vs Penetration


14/11/2017


Issue No: 1

Client:





Ph: + 61 3 8796 7900Fax: +61 3 9706 9431

ACN 143 009 330



Address:

Order No.:TRN:





Comments





Load vs Penetration


14/11/2017


Issue No: 1

Client:





Ph: + 61 3 8796 7900Fax: +61 3 9706 9431

ACN 143 009 330



Address:

Order No.:TRN:





Comments





Load vs Penetration


14/11/2017


Issue No: 1

Client:





Ph: + 61 3 8796 7900Fax: +61 3 9706 9431

ACN 143 009 330



Address:

Order No.:TRN:





Comments





Load vs Penetration


14/11/2017


Issue No: 1

Client:





Ph: + 61 3 8796 7900Fax: +61 3 9706 9431

ACN 143 009 330



Address:

Order No.:TRN:





Comments





Load vs Penetration


14/11/2017


Issue No: 1

Client:





Ph: + 61 3 8796 7900Fax: +61 3 9706 9431

ACN 143 009 330



Address:

Order No.:TRN:





Comments

Appendix D: Circly Outputs

CIRCLY Pro - Version 6.0 (30 January 2015)

Job Title: 1004538 Hartleigh estate stages 11-18

Damage Factor Calculation

Assumed number of damage pulses per movement: Combined pulse for gear (i.e. ignore NROWS)

Traffic Spectrum Details:

Load Load Movements No. ID 1 ESA750-Full 3.00E+04

Details of Load Groups:

Load Load Load Load Radius Pressure/ Exponent No. ID Category Type Ref. stress 1 ESA750-Full ESA750-Full Vertical Force 92.1 0.75 0.00

Load Locations: Location Load Gear X Y Scaling Theta No. ID No. Factor 1 ESA750-Full 1 -165.0 0.0 1.00E+00 0.00 2 ESA750-Full 1 165.0 0.0 1.00E+00 0.00 3 ESA750-Full 1 1635.0 0.0 1.00E+00 0.00 4 ESA750-Full 1 1965.0 0.0 1.00E+00 0.00

Layout of result points on horizontal plane: Xmin: 0 Xmax: 165 Xdel: 165 Y: 0

Details of Layered System:

ID: 1004538-2 Title: 1004538-2 Harliegh 11-18 Access Place

Layer Lower Material Isotropy Modulus P.Ratio No. i/face ID (or Ev) (or vvh) F Eh vh 1 rough 10L-170-40 Iso. 1.70E+03 0.40 2 rough 10N320-40 Iso. 2.50E+03 0.40 3 rough Gran_500 Aniso. 5.00E+02 0.35 3.70E+02 2.50E+02 0.35 4 rough Gran_210 Aniso. 2.10E+02 0.35 1.56E+02 1.05E+02 0.35 5 rough subsltCB7 Aniso. 7.00E+01 0.45 4.83E+01 3.50E+01 0.45 6 rough subsltCB7 Aniso. 7.00E+01 0.45 4.83E+01 3.50E+01 0.45 7 rough Sub_CBR1 Aniso. 1.00E+01 0.45 6.90E+00 5.00E+00 0.45

Performance Relationships: Layer Location Material Component Perform. Perform. Traffic No. ID Constant Exponent Multiplier 1 bottom 10L-170-40 ETH 0.005600 5.000 1.100 2 bottom 10N320-40 ETH 0.004380 5.000 1.100 5 top subsltCB7 EZZ 0.009300 7.000 1.500 6 top subsltCB7 EZZ 0.009300 7.000 1.500 7 top Sub_CBR1 EZZ 0.009300 7.000 1.500

Reliability Factors: Project Reliability: Austroads 90% Layer Reliability Material No. Factor Type 1 1.50 Asphalt 2 1.50 Asphalt 5 1.00 Subgrade (Selected Material) 6 1.00 Subgrade (Selected Material) 7 1.00 Subgrade (Austroads 2004)

Details of Layers to be sublayered: Layer no. 3: Austroads (2004) sublayering Layer no. 4: Austroads (2004) sublayering Layer no. 5: Austroads (2004) sublayering Layer no. 6: Austroads (2004) sublayering

Results:

Layer Thickness Material Load Critical CDF No. ID ID Strain 1 30.00 10L-170-40 ESA750-Full 7.31E-05 3.30E-33 2 30.00 10N320-40 ESA750-Full -7.00E-04 2.30E+00 3 130.00 Gran_500 n/a n/a 4 100.00 Gran_210 n/a n/a 5 180.00 subsltCB7 ESA750-Full 1.73E-03 3.49E-01 6 150.00 subsltCB7 ESA750-Full 1.83E-03 5.12E-01 7 0.00 Sub_CBR1 ESA750-Full 1.97E-03 8.69E-01


Job Title: 1004538 Hartleigh estate stages 11-18










ID: 1004538-3 Title: 1004538-3 Hartleigh 11-18 Access Street

Layer Lower Material Isotropy Modulus P.Ratio No. i/face ID (or Ev) (or vvh) F Eh vh 1 rough 10N320-40 Iso. 2.50E+03 0.40 2 rough 10N320-40 Iso. 2.50E+03 0.40 3 rough Gran_500 Aniso. 5.00E+02 0.35 3.70E+02 2.50E+02 0.35 4 rough Gran_210 Aniso. 2.10E+02 0.35 1.56E+02 1.05E+02 0.35 5 rough subsltCB7 Aniso. 7.00E+01 0.45 4.83E+01 3.50E+01 0.45 6 rough subsltCB7 Aniso. 7.00E+01 0.45 4.83E+01 3.50E+01 0.45 7 rough Sub_CBR1 Aniso. 1.00E+01 0.45 6.90E+00 5.00E+00 0.45

Performance Relationships: Layer Location Material Component Perform. Perform. Traffic No. ID Constant Exponent Multiplier 1 bottom 10N320-40 ETH 0.004380 5.000 1.100 2 bottom 10N320-40 ETH 0.004380 5.000 1.100 5 top subsltCB7 EZZ 0.009300 7.000 1.500 6 top subsltCB7 EZZ 0.009300 7.000 1.500 7 top Sub_CBR1 EZZ 0.009300 7.000 1.500

Reliability Factors: Project Reliability: Austroads 90% Layer Reliability Material No. Factor Type 1 1.50 Asphalt 2 1.50 Asphalt 5 1.00 Subgrade (Selected Material) 6 1.00 Subgrade (Selected Material) 7 1.00 Subgrade (Austroads 2004)

Details of Layers to be sublayered: Layer no. 3: Austroads (2004) sublayering Layer no. 4: Austroads (2004) sublayering Layer no. 5: Austroads (2004) sublayering Layer no. 6: Austroads (2004) sublayering

Results:

Layer Thickness Material Load Critical CDF No. ID ID Strain 1 30.00 10N320-40 ESA750-Full 2.98E-05 1.76E-32 2 30.00 10N320-40 ESA750-Full -4.18E-04 9.31E-01 3 130.00 Gran_500 n/a n/a 4 200.00 Gran_210 n/a n/a 5 220.00 subsltCB7 ESA750-Full 9.78E-04 3.41E-02 6 150.00 subsltCB7 ESA750-Full 1.05E-03 5.46E-02 7 0.00 Sub_CBR1 ESA750-Full 1.19E-03 1.32E-01


Job Title: 1004538 Hartleigh Estate, Stg 11-18, Clyde North










ID: 1004538-1-2 Title: 1004538 Hartleigh Estate, Stg 11-18, Clyde North 2

Layer Lower Material Isotropy Modulus P.Ratio No. i/face ID (or Ev) (or vvh) F Eh vh 1 rough 14H320-40 Iso. 2.80E+03 0.40 2 rough 20SI320-40 Iso. 3.10E+03 0.40 3 rough 20SF320-40 Iso. 2.90E+03 0.40 4 rough Cem500A Aniso. 5.00E+02 0.35 3.70E+02 2.50E+02 0.35 5 rough subsltCB7 Aniso. 7.00E+01 0.45 4.83E+01 3.50E+01 0.45 6 rough subsltCB7 Aniso. 7.00E+01 0.45 4.83E+01 3.50E+01 0.45 7 rough Sub_CBR1 Aniso. 1.00E+01 0.45 6.90E+00 5.00E+00 0.45

Performance Relationships: Layer Location Material Component Perform. Perform. Traffic No. ID Constant Exponent Multiplier 1 bottom 14H320-40 ETH 0.004000 5.000 1.100 2 bottom 20SI320-40 ETH 0.003820 5.000 1.100 3 bottom 20SF320-40 ETH 0.004720 5.000 1.100 5 top subsltCB7 EZZ 0.009300 7.000 1.500 6 top subsltCB7 EZZ 0.009300 7.000 1.500 7 top Sub_CBR1 EZZ 0.009300 7.000 1.500

Reliability Factors: Project Reliability: Austroads 90% Layer Reliability Material No. Factor Type 1 1.50 Asphalt 2 1.50 Asphalt 3 1.50 Asphalt 5 1.00 Subgrade (Selected Material) 6 1.00 Subgrade (Selected Material) 7 1.00 Subgrade (Austroads 2004)

Details of Layers to be sublayered: Layer no. 5: Austroads (2004) sublayering Layer no. 6: Austroads (2004) sublayering

Results:

Layer Thickness Material Load Critical CDF No. ID ID Strain 1 40.00 14H320-40 ESA750-Full 3.19E-05 1.65E-31 2 60.00 20SI320-40 ESA750-Full -6.15E-05 1.19E-03 3 75.00 20SF320-40 ESA750-Full -2.46E-04 4.22E-01 4 100.00 Cem500A n/a n/a 5 250.00 subsltCB7 ESA750-Full 5.07E-04 3.20E-03 6 150.00 subsltCB7 ESA750-Full 7.05E-04 3.25E-02 7 0.00 Sub_CBR1 ESA750-Full 9.03E-04 1.83E-01


Job Title: 1004538 Hartleigh Estate, Stg 11-18, Clyde North










ID: 1004538-1-1 Title: 1004538 Hartleigh Estate, Stg 11-18, Clyde North

Layer Lower Material Isotropy Modulus P.Ratio No. i/face ID (or Ev) (or vvh) F Eh vh 1 rough 14V320-10 Iso. 1.60E+03 0.40 2 rough 20SI320-10 Iso. 1.80E+03 0.40 3 rough 20SF320-10 Iso. 1.80E+03 0.40 4 rough Cem500A Aniso. 5.00E+02 0.35 3.70E+02 2.50E+02 0.35 5 rough subsltCB7 Aniso. 7.00E+01 0.45 4.83E+01 3.50E+01 0.45 6 rough subsltCB7 Aniso. 7.00E+01 0.45 4.83E+01 3.50E+01 0.45 7 rough Sub_CBR1 Aniso. 1.00E+01 0.45 6.90E+00 5.00E+00 0.45

Performance Relationships: Layer Location Material Component Perform. Perform. Traffic No. ID Constant Exponent Multiplier 1 bottom 14V320-10 ETH 0.004680 5.000 1.100 2 bottom 20SI320-10 ETH 0.004650 5.000 1.100 3 bottom 20SF320-10 ETH 0.005610 5.000 1.100 5 top subsltCB7 EZZ 0.009300 7.000 1.500 6 top subsltCB7 EZZ 0.009300 7.000 1.500 7 top Sub_CBR1 EZZ 0.009300 7.000 1.500

Reliability Factors: Project Reliability: Austroads 90% Layer Reliability Material No. Factor Type 1 1.50 Asphalt 2 1.50 Asphalt 3 1.50 Asphalt 5 1.00 Subgrade (Selected Material) 6 1.00 Subgrade (Selected Material) 7 1.00 Subgrade (Austroads 2004)

Details of Layers to be sublayered: Layer no. 5: Austroads (2004) sublayering Layer no. 6: Austroads (2004) sublayering

Results:

Layer Thickness Material Load Critical CDF No. ID ID Strain 1 40.00 14V320-10 ESA750-Full 3.27E-05 3.30E-31 2 60.00 20SI320-10 ESA750-Full -7.70E-05 2.75E-03 3 75.00 20SF320-10 ESA750-Full -2.92E-04 8.40E-01 4 100.00 Cem500A n/a n/a 5 310.00 subsltCB7 ESA750-Full 6.19E-04 2.61E-02 6 150.00 subsltCB7 ESA750-Full 7.81E-04 1.32E-01 7 0.00 Sub_CBR1 ESA750-Full 9.73E-04 6.18E-01

Documents

Hartleigh Estate, Stages 11 - 18, Clyde North · 2017. 12. 7. · 2 Tonkin & Taylor Pty Ltd Hartleigh Estate, Stages 11 - 18, Clyde North - Geotechnical investigation and pavement