report - · pdf filethis report presents the findings of the geotechnical investigation and...

REPORT

Geotechnical and Pavement Investigation

6-30 Brandon Park Drive, Wheelers Hill

Prepared for:

Ryman Healthcare (Australia) Pty Ltd

July 2015

Job No: 4300.100

Ground Floor 95 Coventry Street, Southbank Vic 3006, Australia | p. +61 3 9863 8686 | www.tonkintaylor.com.au

Distribution:

Ryman Healthcare (Australia) Pty Ltd 1 copy

Tonkin & Taylor Pty Ltd (FILE) 1 copy

Tonkin & Taylor Pty Ltd Geotechnical and Pavement Investigation - 6-30 Brandon Park Drive, Wheelers Hill Ryman Healthcare (Australia) Pty Ltd

July 2015 Job No: 4300.100

Table of contents

1 Introduction 1

2 Site Description 1 2.1 Site Location 1 2.2 Topography and Vegetation 2 2.3 Project Understanding 3 2.4 Regional Geology 3 2.5 Site History 3

3 Site Investigation 3 3.1 General 3 3.2 Boreholes 4 3.3 Test Pits 4 3.4 Pavement Dippings 4 3.5 In-situ tests 4

4 Geotechnical laboratory testing 5

5 Geotechnical Assessment 8 5.1 Site Stratigraphy 8 5.2 Existing Pavement Composition 9 5.3 Site Preparation 10

5.3.1 Effects of Weather 10 5.3.2 Site Drainage 10 5.3.3 Restrictions on Trees and Shrubs 10 5.3.4 Backfilling 11

5.4 Geotechnical Material Properties 11 5.5 Footing Systems 11

5.5.1 Site Classification 11 5.5.2 Earthquake rating 12 5.5.3 High Level Spread Footings 12 5.5.4 Bored Piers 13 5.5.5 Foundations Adjacent to Easement 13

5.6 Retaining wall design 14 5.7 Basement Construction 14

5.7.1 Excavation Conditions 14 5.7.2 Temporary Batters 14 5.7.3 Temporary Shoring 14 5.7.4 Dewatering 14

5.8 Proposed Bowling Green 15

6 Pavement Design 16 6.1 Design CBR Values 16 6.2 Design Traffic Loading 16 6.3 Pavement Structure and Recommendations 16 6.4 Pavement Construction 18

6.4.1 Compaction 18 6.4.2 Proof Rolling 19

6.5 Drainage 19 6.5.1 Surface Drainage 19 6.5.2 Subsurface Drainage 19

6.6 Flexible Pavement 20


July 2015 Job No: 4300.100

6.6.1 Junctions with Existing Pavements 20 6.6.2 Granular Layers 20 6.6.3 Prime or Primerseal 21 6.6.4 Tack Coat 21 6.6.5 Asphalt 21

7 Implication 22

8 Applicability 22

Appendix A : Borehole Location Plan

Appendix B : Engineering Logs

Appendix C : NATA Laboratory Test Certificates

Appendix D : CIRCLY Output Files

1


July 2015 Job No: 4300.100

1 Introduction

Tonkin and Taylor Pty Ltd (T&T) has been engaged by Ryman Healthcare (Australia) Pty Ltd to undertake geotechnical and pavement investigations at 6-30 Brandon Park Drive in Wheelers Hill for a proposed Comprehensive Retirement Village. The scope of work was detailed in our proposal dated 17 June 20151 and accepted by email confirmation on 18 June 20152.

The objectives of the investigations were to provide information on potential environmental and geotechnical constraints and provide advice in the following:

Potential environmental issues

Soil and groundwater contamination status

Categorisation of waste soils generated during basement construction

Suitable building foundations

Pavement design and construction advice for the internal roads

This report presents the findings of the geotechnical investigation and recommendations on building foundations and pavement. The environmental findings are provided in a separate report3.

2 Site Description

2.1 Site Location

The site is located in Wheelers Hill, approximately 25 km east of the Melbourne CBD. The property encompasses an area of approximately 4.5 Ha which is bordered to the west by Brandon Park Drive, to the east by Strada Crescent, to the north by Collegium Avenue and to the south by an unoccupied lot and Monash Special Developmental School (refer to Figure 2-1).

Figure 2-1: Site Locality Plan (Google Map) – Not To Scale

1 Tonkin & Taylor Pty Ltd (17 June 2015) Proposal 6-30 Brandon Park Drive, Wheelers Hill, Victoria – Geotechnical, Pavement and Environmental Services. Proposal ref: 4300.100.P1. 2 Ryman Healthcare Ltd (18 June 2015 @ 7:07pm) Email acceptance, RE: Brandon Park – Drawings. 3 Tonkin & Taylor Pty Ltd (July 2015) Environmental Site Investigation. Report ref. 4300.100.R02.

Approximate site location

2


July 2015 Job No: 4300.100

2.2 Topography and Vegetation

The site lies in a relatively flat terrain with a fall of approximately 2% - 3% toward the south-west from a local topographic high at RL 97 m AHD at the north-eastern section to RL 91 m AHD (Figure 2-2).

Figure 2-2: Site Contour Plan (VicMap) – Not To Scale

The ground surface has a grass cover and there are several trees along the south-central areas and along the eastern boundary fence. An unsealed driveway extends from Collegium Avenue at the western side and an informal pedestrian footpath extending along the southern boundary from Brandon Park Drive to Strada Crescent (Figure 2-3).

Figure 2-3: Aerial Photograph (Nearmap) – Not To Scale

3


July 2015 Job No: 4300.100

2.3 Project Understanding

A Comprehensive Retirement Village is proposed to be developed at the site and will consist of the following:

Five buildings (nominated B01 to B05) of up to 5 storeys with a single storey basements

A Bowling Green

Access roads

Loading and Waste Facility

Zones of filling for bulk earthworks

The southern portion of the site adjacent to Academy Avenue is not part of the current development plan but was included in the geotechnical investigation to provide information for future development considerations.

2.4 Regional Geology

Based on available geological maps of the area4, the site is shown to be underlain by fluvial gravel, sand and silt of the Neogene Period Brighton Group. The geological maps do not show anthropogenic effects such as cut or fill earthworks however some fill associated with the previous development of the site is anticipated.

During the fieldwork, strata consistent with Brighton Group were encountered within the boreholes

The Visualising Victoria’s Groundwater database5 shows the depth to groundwater to be generally in the order of 10 m to 20 m below ground level (bgl), although it could be locally shallower at 5 m to 10 m bgl.

2.5 Site History

The site was originally part of the Brandon Park Secondary College and was developed in conjunction with the community as a park and two sports ovals. The College was closed in 2003 and the buildings have since been demolished. A visual assessment of the site indicated that fill is likely to be present from prior landscaping.

3 Site Investigation

3.1 General

Fieldwork was carried out between 19 June 2015 and 7 July 2015 and comprised:

Twelve (12) boreholes drilled to depths between 7.5 m and 15 m below ground level (bgl)

Dynamic Cone Penetrometer (DCP) tests at each borehole location to a depth of 1.5 m bgl

Fifteen (15) test pits excavated to a depth of 1.5 m bgl

Two (2) pavement dippings excavated to 1.5m bgl

Standard Penetration Tests (SPTs) at 1.5 m intervals down the boreholes below a depth of 1.5 m bgl

Retrieval of representative undisturbed and disturbed soil samples for laboratory testing

4 Vandenberg, A.H.M. (1997) MELBOURNE SJ 55-5 Edition 2, 1:250 000 Geological Map. Geological Survey of Victoria. 5 Federation University Australia (2015) Visualising Victoria’s Groundwater (www.vvg.org.au) Centre for eResearch and Digital Innovation, Federation University Australia

4


July 2015 Job No: 4300.100

All fieldwork was carried out under the direction and full time presence of a T&T geotechnical engineer who was responsible for: positioning the test locations; directing the extent of sampling and testing; performing the dynamic cone penetrometer tests; and logging the conditions encountered. The locations of the fieldwork were recorded using a hand held GPS accurate to within approximately 5 m. The locations of the field tests are shown on the site plan included within Appendix A, at the end of this report.

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 classifications of materials are a subjective opinion based on the personal experience of the engineer and may be open to alternative interpretations.

3.2 Boreholes

The boreholes were drilled using an AMS 9700-VTR PowerProbe and Hanjin D&B drill rigs supplied and operated by Chadwick Geotechnics. The boreholes were targeted at locations where buildings were proposed to be constructed. The boreholes comprised:

Nine (9) boreholes drilled using solid flight augers to 10 m bgl

One (1) borehole drilled using solid flight augers to 15 m bgl with a temporary groundwater monitoring well installed and developed

Two (2) boreholes drilled using solid flight augers to refusal depths at 7.5 m and 9 m bgl. Refusal was encountered on very dense sand within both boreholes

Undisturbed samples were collected from the near-surface soils at each borehole location using U63 tubes at various depths ranging from 0.5 m to 2 m bgl. Disturbed samples were also collected for subsequent laboratory testing.

At the conclusion of drilling and testing, the boreholes were backfilled with the excavated soil.

3.3 Test Pits

A total of twenty-two (22) test pits were excavated for both environmental and geotechnical investigations using an excavator to a depth of 1.5 m bgl. Fifteen (15) test pits were for geotechnical purposes and are referred to in this report: TP01, TP02, TP03, TP04, TP05, TP06, TP07, TP08, TP10, TP11, TP12, TP14, TP17, TP18 and TP21. Soil samples were collected for laboratory testing. At the conclusion of the tests, the test pits were backfilled with excavated soil and track rolled.

3.4 Pavement Dippings

Two (2) pavement dippings were manually excavated in Collegium Avenue and Brandon Park Drive to 1.5 m bgl using a jackhammer, shovel and hand auger. The excavations were reinstated using site derived spoil with the addition of crushed rock and cold-mix asphalt.

3.5 In-situ tests

In-situ strength tests included Standard Penetration Test (SPT) and Dynamic Cone Penetration (DCP) tests. DCP testing was performed at each borehole location to a maximum depth of 1.5 m bgl. SPT tests were conducted at 1.5 m intervals starting from 1.5 m bgl in each borehole. Undisturbed samples were also retrieved from 8 boreholes using thin-walled tubes (U63 tubes) on surface clays at depths ranging from the surface to 2 m bgl.

5


July 2015 Job No: 4300.100

4 Geotechnical laboratory testing

Geotechnical laboratory testing was undertaken by NATA approved Chadwick Geotechnics laboratory. A summary of the test results are presented in Table 4-1 to Table 4-2. The laboratory test certificates are included in Appendix C. The testing comprised:

Eighteen (18) moisture content tests

Eight (8) Atterberg Limits tests

Seven (7) sieve analyses

Three (3) remoulded permeability tests at 95% standard maximum dry density

Three (3) quick undrained triaxial tests

Three (3) standard maximum dry density test with optimum moisture content

Five (5) Emerson Class tests

Five (5) 4-day soaked California Bearing Ratio (CBR) tests

Table 4-1 Summary of Geotechnical Test Results – Boreholes

Test Site Material Layer Depth

(m)

DC

P (

blo

ws/

10

0mm

)

Per

mea

bili

ty (

m/s

ec)

CB

R V

alu

e (%

)

Swel

l (%

)

Pla

stic

ity

Ind

ex (

%)

Liq

uid

Lim

it (

%)

Lin

ear

Shri

nka

ge (

%) (%) Passing

Emer

son

Cla

ss

MC

(%

)

0.0

75m

m

0.4

25m

m

2.3

6mm

BH01

Sandy SILT Sandy CLAY CLAY Sandy CLAY

0 – 0.1 0.1 – 0.35 0.35 – 5.5 5.5 – 10

1 2 – 5

2 – 14

1 x 10-10

BH02

Sandy SILT Sandy CLAY CLAY Sandy CLAY Clayey SAND

0 – 0.15 0.15 – 0.35

0.35 – 5 5 – 9

9 – 15

2 2 – 3

2 – 15

33

59

15.0

16

72

100

BH03

Sandy SILT Sandy CLAY CLAY Sandy CLAY SAND

0 – 0.15 0.15 – 0.4

0.4 – 5 5 – 9

9 – 10

1 2

2 – 17

BH04

Sandy SILT Sandy CLAY CLAY Sandy CLAY SAND with Clay SAND

0 – 0.15 0.15 – 0.3 0.3 – 4.5 4.5 – 6 6 – 7.5

7.5 – 10

1 2

2 – 12

BH05


0 – 0.15 0.15 – 0.3

0.3 – 4 4 – 5.5

5.5 – 10

1 4

2 – 18

BH06

Sandy SILT Sandy CLAY CLAY Clayey SAND SAND

0 – 0.15 0.15 – 0.3

0.3 – 3 3 – 4.3

4.3 – 7.5

2 9 – 13 10 – R

4.0

0.0

25

48

11.0

BH07


0 – 0.1 0.1 – 1 1 – 5

5 – 7.5 7.5 – 10

2 3 – 5

4 – 10

DCP: Dynamic Cone Penetrometer (from surface to 1.5m bgl); CBR: Californian Bearing Ratio; MC: Moisture Content.

6


July 2015 Job No: 4300.100

Table 4-1 Summary of Geotechnical Test Results – Boreholes (continued)

Test Site

Material Layer Depth

(m)

DC

P (

blo

ws/

10

0mm

)

Per

mea

bili

ty (

m/s

ec)

CB

R V

alu

e (%

)

Swel

l (%

)

Pla

stic

ity

Ind

ex (

%)

Liq

uid

Lim

it (

%)

Lin

ear

Shri

nka

ge (

%) (%) Passing

Emer

son

Cla

ss

MC

(%

)

0.0

75m

m

0.4

25m

m

2.3

6mm

BH08

FILL (Sandy Gravelly Silt) FILL (Sandy Clay w Gravel) CLAY Sandy CLAY Clayey SAND SAND

0 – 0.5 0.5 – 1 1 – 5 5 – 7

7 – 7.5 7.5 – 10

R

6

BH09

FILL (Sandy Gravelly Silt) FILL (Sandy Clay w Gravel) CLAY Clayey SAND SAND

0 – 0.5 0.5 – 1.8 1.8 – 4 4 – 5.5 5.5 – 9

R

BH10


0 – 0.15 0.15 – 0.35

0.35 – 3 3 – 4.5 4.5 - 10

5 10 – 14 11 – 20

47

80

94

BH11


0 – 0.15 0.15 – 0.35

0.35 – 3 3 – 4

4 – 10

1 4

2 – 18

2 x 10-9

BH12


0 – 0.15 0.15 – 0.35

0.35 – 3 3 – 4

4 – 10

1 3 – 4 3 – 9

DCP: Dynamic Cone Penetrometer (from surface to 1.5m bgl); CBR: Californian Bearing Ratio; MC: Moisture Content.

7


July 2015 Job No: 4300.100

Table 4-2 Summary of Geotechnical Test Results – Test Pits

Test Site Material Layer Depth

(m)

DC

P (

blo

ws/

10

0mm

)

Po

cket

Pen

etro

met

er

(kP

a)

CB

R V

alu

e (%

)

Swel

l (%

)

Pla

stic

ity

Ind

ex (

%)

Liq

uid

Lim

it (

%)

Lin

ear

Shri

nka

ge (

%) (%) Passing

Emer

son

Cla

ss

MC

(%

)

0.0

75m

m

0.4

25m

m

2.3

6mm

TP01

FILL (Sandy Silt) FILL (Clay) FILL (Sandy Gravel) FILL (Clay) CLAY

0 – 0.05 0.05 – 0.25 0.25 – 0.3 0.3 – 0.5 0.5 – 1.5

3 3 – 12

12 – 18 18 – R

>200 >200

6.0

0.0

26.1

TP02 FILL (Sandy Silt) FILL (Clay) CLAY

0 – 0.05 0.05 – 1.1 1.1 – 1.8

4 1 – 5 3 – 4

180 – >200

>200

18

34

8.0

5

19.7


0 – 0.05 0.05 – 1.2 1.2 – 1.8

3 4 – 8

8 – 10

>200 >200

63

81

90

19.1


0 – 0.05 0.05 – 0.8 0.8 – 1.7

3 2 – 7 6 - 16

>200 >200

TP05

FILL (Sandy Silt) FILL (Sandy Clay) FILL (Sandy Silt) CLAY

0 – 0.15 0.15 – 0.5 0.5 – 1.2 1.2 – 1.6

2 – 3 2 – 4

2 – 10 13 – 17

>200 >200 >200

38

82

98

8.1


0 – 0.15 0.15 – 2.2 2.2 – 2.8

1 – 2 2 – 6

120 - >200

66

84

93

23.4


0 – 0.15 0.15 – 1.2 1.2 – 1.6

18 – 24 4 – 24 8 – 13

>200 >200

TP08 Sandy SILT Sandy CLAY CLAY

0 – 0.1 0.1 – 0.4 0.4 – 1.5

1 – 2 2

3 – 23

170 >200 >200

9.0

0.0

5

27.9


0 – 0.1 0.1 – 0.3 0.3 – 1.5

2 2 – 4

3 – 16

>200

27

58

9.5


0 – 0.1 0.1 – 0.3 0.3 – 1.5

1 2

2 – 9

>200

17 28

41 59

5.0 11.0

24.0 30.3


0 – 0.1 0.1 – 0.3 0.3 – 1.6

1 2

2 – 18

>200

30

61

13.0

28.6

TP14 Silty SAND CLAY

0 – 0.4 0.4 – 0.9

R 600 600

10.0

0.0

18.5


0 – 0.1 0.1 – 0.3 0.3 – 1.5

1 1 – 3 2 – 8

>200

33

64

13.5

5

25.8 26.4


0 – 0.1 0.1 – 0.3 0.3 – 1.5

3 2

3 – R

>200

30

56

12.5

28.0


0 – 0.1 0.1 – 0.4 0.4 – 1.5

2 2 – 5

4 – 17

>200

8.0

0.0

5

28.5 25.6

DCP: Dynamic Cone Penetrometer (from surface to 1.5m bgl); CBR: Californian Bearing Ratio; MC: Moisture Content

8


July 2015 Job No: 4300.100

5 Geotechnical Assessment

5.1 Site 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 borehole, test pit and pavement dipping locations and it should be appreciated that conditions at locations between the field tests may be different.

In general, the subsurface conditions encountered within the boreholes were relatively consistent with surficial layers of FILL overlying CLAY, overlying Sandy CLAY, overlying Clayey SAND, overlying SAND to the termination or refusal depths of the boreholes.

Detailed information is provided on the Engineering Logs in Appendix B together with an explanation of the terminology used. The subsurface materials encountered in the boreholes at the site could be categorised into three main geological units as summarised below.

Unit 1 – Sandy SILT (Topsoil)

This Unit was generally encountered in the top part of the boreholes and test pits from ground surface to depths between 0.05 m and 0.15 m bgl. This Unit was described as having brown to dark grey brown colouration, low plasticity, with fine to medium grained sand, and having a firm consistency.

Unit 2 – FILL

The boreholes and test pits located within the southern areas of the site encountered fill made up of Clay, Sandy Clay, Sandy Gravelly Silt and Sandy Clay with Gravel. This Unit was generally encountered underlying Unit 1 or extending from the surface to depths ranging from 0.8 m to 2.2 m bgl.

The Unit was highly variable in both material and consistency, with DCP tests recorded penetration resistance values ranging from 1 to 24 blows per 100 mm penetration for the upper 1.5 m, which is indicative of a firm to hard soil.

Unit 3 – Sandy CLAY (upper)

This Unit was encountered in the boreholes and test pits located within the northern section of the site underlying Unit 1 to depths between 0.3 m and 0.45 m bgl. An exception was encountered in borehole BH07 where this Unit was encountered extending to 1 m bgl.

The Unit was generally described as having medium to high plasticity, orange mottled pale grey, and fine to medium grained sand. DCP tests recorded penetration resistance values ranging from 2 to 14 blows per 100 mm penetration, which is indicative of a variably firm to very stiff soil.

Unit 4 – CLAY

Clay was encountered in all boreholes underlying the fill layers and extended to depths between 3 m to 5.5 m bgl. The Clay layer is generally deeper in the western section of the site (BH01) and decreases to 3 m bgl towards the eastern section (BH06, BH10, BH11 and BH12).

The Unit was generally described as high plasticity, orange mottled pale grey, and with trace fine grained gravels. DCP tests within the upper sections of the clay (up to 1.5 m bgl) recorded penetration resistance values ranging from 2 blows per 100 mm penetration to effective refusal, which is indicative of a variably firm to hard soil. SPT N

9


July 2015 Job No: 4300.100

values ranging from 12 to refusal (greater than 50 blows and/or double bouncing) were recorded, which is indicative of a stiff to hard soil. The hard soil consistency (SPT N values ≥ 30) were generally encountered at depths of 3.0 m and 4.5 m bgl.

Unit 5 – Sandy CLAY (lower)

Sandy CLAY was generally encountered along the northern half of the site underlying the Sandy CLAY (Unit 2). Sandy CLAY was found at depths between 4 m bgl to termination depths of the boreholes at 10 m bgl. The Sandy CLAY layer is generally deeper at the western section of the site extending to termination depth of 10 m bgl at BH01 and decreases towards the eastern section to 5.5 m bgl at BH05.

The Unit was generally described as medium plasticity, red brown mottled pale grey and minor pale orange, with fine to medium grained quarzitic sands. SPT N values ranging from 24 to refusal (greater than 50 blows and/or double bouncing) were recorded, which is indicative of a very stiff to hard soil. The hard soil consistency (SPT N values ≥ 30) were generally encountered within the Sandy CLAY layer depths of 7.5 m and 9 m bgl.

Unit 6 – Clayey SAND and SAND

Clayey SAND and/or SAND were generally encountered in all the boreholes with the exception of BH01. Clayey SAND and/or SAND were found at depths between 3 m bgl and the termination depths of the boreholes at 10 m and 15 m bgl. The Unit was generally encountered at greater depths in the western section of the site of 9m bgl at BH02 and BH03 and at shallower depths in the eastern section to 3 m bgl at BH06, BH10, BH11 and BH12.

The Clayey SAND was generally described as red brown mottled pale grey and pale orange, with fine to medium grained quarzitic sand with fines and of medium plasticity. The SAND was generally described as red brown mottled pale orange which grades to pale white mottled pale orange at depths greater than 7 m bgl, with fine to coarse grained quarzitic sands. SPT N values ranging from 32 to refusal (greater than 50 blows and/or double bouncing) were recorded, which is indicative of a dense to very dense soil. The very dense soil consistency (SPT N values ≥ 30) were generally encountered within the SAND layer at depths of 9 m bgl.

Groundwater

Groundwater was observed in the borehole BH02 at 13.5 m bgl. A groundwater monitoring well was installed in this borehole and a subsequent groundwater level reading taken approximately 2 weeks after the installation recorded a groundwater level at 14.3 m bgl.

5.2 Existing Pavement Composition

The pavement dippings excavated along the existing Collegium Avenue and Brandon Park Drive revealed a relatively consistent pavement profile which generally comprised:

ASPHALT surfacing 100 mm thick; overlying

CRUSHED ROCK (Sandy Gravel) or CEMENT-TREATED CRUSHED ROCK 70 mm thick; overlying

CRUSHED ROCK (Gravelly Sand) between 100 mm and 120 mm thick; overlying

CLAY subgrade to termination depth of the pavement dippings at 1.5 m bgl.

10


July 2015 Job No: 4300.100

5.3 Site Preparation

5.3.1 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. 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 / structures exhibiting good performance.

While it would be preferable for construction to be programmed for the drier months, given the possibility of 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. It is recommended that the subgrade be made water tight by rolling with a rubber tyred pneumatic roller and covered with pavement material as soon as possible.

Replace unsuitably wet materials with a suitable fill (lower subbase 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.

5.3.2 Site Drainage

This report assumes that the current natural drainage and infiltration conditions at the site will not be markedly affected by the proposed site development work. Care should therefore be taken to ensure that surface water is not permitted to collect adjacent to the structure and that significant changes to seasonal soil moisture equilibrium do not develop as a result of service trench construction. The ground adjacent to the footings should be graded to provide a permanent grade of 1(V):50(H) away from the footings over at least the first 2 m.

5.3.3 Restrictions on Trees and Shrubs

Swelling and shrinking of the subgrade soils due to variations in moisture content can lead to pavement/structure cracking and roughness, can be exacerbated by the presence of trees close to the pavement/structure. Along with adequate drainage, restrictions on the planting trees and shrubs play a critical role in ensuring stable moisture conditions are achieved within moderately reactive clay sites. Additionally, the planting of large trees can result in root intrusion and disruption to the pavement/structure subgrade.

AS2870 considers the potential drying effects on building foundations of existing or proposed trees planted in the vicinity of a structure. Conservatively, without consideration of species, leaf area or site environment, a minimum distance equal to the mature height of a tree or shrub may be used as an estimate of zone of influence of the tree or shrub. Where rows or groups of trees are involved, the zone of influence would also be greater than that of a single tree.

Furthermore, trees removed prior to construction will provide an initially extreme soil moisture condition and as moisture is slowly regained beneath the new construction, swelling movements may be exacerbated in the vicinity of the removed trees. To counteract this extra swelling, deep soaking may be conducted in boreholes across the site, prior to construction. Soaking may be required over a period of six to twelve months and so may not be practical on many sites. When

11


July 2015 Job No: 4300.100

building near mature trees, the possibility of death of any of the trees should be considered and the subsequent rebound of the soil in the vicinity of the trees should be taken into account.

5.3.4 Backfilling

Excavations should be backfilled with suitable granular soils compatible with the surrounding natural soil profile. Fill is to be placed in layers not exceeding 150 mm in compacted thickness and should be compacted to a dry density ratio of at least 98% standard maximum dry density.

Fill is to be placed and compacted at a moisture content in the range of 2% wet to 2% dry of optimum moisture content.

5.4 Geotechnical Material Properties

As identified in Section 5.1 above, the subsurface stratigraphy can be separated into six distinct units. Geotechnical material properties have been assigned to each unit based on the results of the field and laboratory testing and are summarised in Table 5-1 below.

Table 5-1 Geotechnical Material Properties

Unit

Unit Weight (kN/m3)

Undrained shear

strength, su (kPa)

Effective cohesion,

c’ (kPa)

Effective friction

angle, ɸ’ (°)

Modulus of

Elasticity, E (MPa)

At rest coefficient of lateral earth pressure

Ko Ka

Unit 1 – Sandy SILT (topsoil)

18 - - - - - -

Unit 2 – FILL 18 - - - - - -

Unit 3 – Sandy CLAY (upper)

18 50 0 27 15 0.5 0.3

Unit 4 - CLAY 19 150*, 200 3 28 25*, 50 0.5 0.3

Unit 5 – Sandy CLAY (lower)

19 200 5 28 50 0.5 0.3

Unit 6 – Clayey SAND/SAND

20 - - 35 100 0.4 0.3

* applies to upper 1.5m bgl

5.5 Footing Systems

An assessment and discussion of geotechnical foundation design parameters including foundation options (both shallow and piled), founding strata and bearing capacities is provided below.

5.5.1 Site Classification

Based on the findings of the site investigation and laboratory test results, Site Classification has been determined in accordance with AS2870-2011 – Residential Slabs and Footings.

It is understood that it is proposed to construct five-storey medium to high density residential structures with a single storey basement and possible other structures including a Loading and Waste Facility on the site. It should be noted that the proposed structures may not be similar to a residential property as described in the standard and the site classification is provided for guidance purposes only.

Taking into consideration the soil profiles encountered during the investigation, the drainage conditions and plasticity of the soils together with the field and laboratory test results, the natural

12


July 2015 Job No: 4300.100

clay soils at the site are generally considered to be highly reactive and have high shrink swell potential. The Site Classification in accordance with AS2870-2011, Residential Slabs and Footings will vary in accordance with the depth of clay overlying the rock as follows:

Class H1 (anticipated seasonal ground movement < 60 mm): northern half of the site.

Class P; the south-western area of the site where the depth of fill is greater than 0.4 m. Where a basement is to be included, it is likely that the fill will be removed therefore a site classification of Class H1 may be adopted.

The effects of changes to the soil profile by additional cutting and filling and the effects of past and future trees should be considered in the selection of the design value for differential movement. Where fill is to be constructed to raise site levels, the affected allotments will require re-classification once the depth and type of fill are known and the level of earthwork control has been established.

5.5.2 Earthquake rating

Seismic accelerations to be resisted by a structure are dependent upon the stiffness of the underlying soil/rock. Soft soils have the potential to amplify ground accelerations, requiring structures built upon them to be designed to resist a higher seismic coefficient.

This site has been assessed to have an Earthquake Design Category II (EDC II) in accordance with Table 2.1 of AS1170. This is based on the following factors:

Site sub-soil class for seismic design actions Category Ce (Shallow soil).

Importance Level 2 Structures (car parking buildings, shopping centres less than 10,000 m2 gross area and apartment buildings less than 15 storeys high).

Structure height greater than 12 m but less than 50 m.

Hazard Factor (Z) of 0.08 (Melbourne) with 1/500 annual probability of exceedance (P).

5.5.3 High Level Spread Footings

The proposed structures may be supported by reinforced concrete strip or pad footings founded within the natural CLAY or Sandy CLAY at depths of not less than 1 m below the finished ground level. Strip and pad footings can be proportioned for allowable bearing pressures determined by Table 5-2.

Table 5-2 Allowable Bearing Capacities

Founding Material Allowable Bearing Capacity (kPa)

Strip Footing Pad Footing

Unit 4 – CLAY 250 250 + 75B

Unit 5 – Sandy CLAY (lower) 300 300 + 90B

Unit 6 – SAND / Clayey SAND 1250 1250

where B is the footing width in metres.

Cohesive soils can suffer softening and degradation on exposure and wetting. It is therefore recommended that exposed surfaces in clays are protected as soon as practicable with compacted granular fill or blinding. It is also recommended that the founding stratum is inspected by a suitably experience geotechnical engineer to confirm actual conditions are in accordance with design ground models.

13


July 2015 Job No: 4300.100

5.5.4 Bored Piers

Bored piers founded in the Sandy CLAY and/or SAND/Clayey SAND founded at least 6 m bgl can be designed for the ultimate shaft and base resistance given in Table 5-3.

Table 5-3 Ultimate End Bearing and Ultimate Skin Friction.

Founding Material Ultimate Unit Stresses (kPa)

End Bearing Side Friction

Unit 5 – Sandy CLAY 1350 40

Unit 6 – Clayey SAND / SAND 4000 40

where R is the radius of the uniform pile in metres.

In order to assess pile capacity, a geotechnical strength reduction factor (ɸg) is applied to the above ultimate end pressures and the ultimate side frictions presented in Table 5-3 in accordance with AS2159-2009 “Piling – Design and Installation”. The appropriate ɸg value will depend on many factors associated with the site, design, installation and testing, some of which are not known at the time of preparing this report. The various factors to be considered include the following:

Geological complexity of the site;

Extent of geotechnical investigation with consideration of pile founding levels;

Available geotechnical data and method of assessment of geotechnical parameters;

Design experience and methods adopted;

Level of construction control and performance monitoring; and

Pile testing undertaken.

Based on some typical broad assumptions regarding the use of bored on this site, it is considered that a ɸg of 0.5 may be adopted for preliminary pile design purposes, assuming no load testing of constructed piles is to be undertaken.

It is recommended bored pile excavations be assessed by a geotechnical engineer during construction to ensure that founding conditions are consistent with those on which the design recommendations are based. Care should be taken to ensure that the base and side of any pile excavations are clean of loose material, water and clay smear prior to pouring concrete. Depending of the degree of cleanliness achieved, some reduction in the base bearing area for the calculation of the pile capacity may be appropriate.

To fully develop the end bearing capacity within a geological unit, the pile should be socketed at least 3 pile diameters into the unit. Alternatively the end bearing capacity may be reduced to less than 67% of the presented value based upon negligible embedment. Interpolation of the end bearing capacity may be undertaken between these embedment depths.

Uplift forces may also be resisted by piles. Specific design will need to be undertaken to confirm that the piles are embedded at a sufficient depth.

5.5.5 Foundations Adjacent to Easement

It is recommended that where any footings are to be constructed next to existing underground services (e.g. sewers, storm water drains), then these footings or edge beams should be founded at a depth above the invert of the service at an angle of repose of 45o for CLAYS and 30o for SANDS. Alternatively, foundations should be taken down below the invert level of the pipe.

14


July 2015 Job No: 4300.100

5.6 Retaining wall design

On the basis of correlations with the measured in-situ undrained shear strengths, published guidelines6 and our experience with similar soils, the effective strength parameters as set out in Table 5-1 are considered appropriate for the calculation of lateral earth pressures on retaining walls to be constructed on site.

No allowance has been made for wall friction, compaction pressures or surcharge effects. The groundwater level is anticipated to be deeper than the excavation, but drainage should be installed behind the wall to prevent hydrostatic pressures developing from seeping water. The design of the retaining walls should also include an assessment of potential wall deformation.

5.7 Basement Construction

5.7.1 Excavation Conditions

Excavations to depths of up 5 m below existing ground surface level will be achievable using large earthmoving equipment although advancing through Unit 2 and Unit 3 will be slowed by the harder and denser soils at depths below 2 m bgl.

5.7.2 Temporary Batters

The face of unsupported excavations are to be battered to the safe batter angles shown in Table 5-4. These batter angles are based on there being no groundwater; if groundwater seepage is encountered then the angles should be reduced. It is possible that localised slumping of the excavated faces will occur in soils exposed below a depth of 3.5 m bgl and it is essential that the stability of unsupported faces be closely monitored during construction and action taken should there be signs of instability.

Excavated spoil should not be stockpiled at distances from the top of the excavated faces of less than the depth of the excavation. The ground around the excavation should be graded to fall away from the excavation to minimise surface water runoff over the unprotected batters.

Table 5-4 Safe Batter Slopes

Stratigraphic Unit Less than 2 weeks In excess of 2 weeks

Unit 2 – Sandy CLAY (upper) 1 (v) : 1.5 (h) 1 (v) : 1.5 (h)

Unit 3 – FILL 1 (v) : 1.5 (h) 1 (v) : 3.0 (h)

Unit 4 – CLAY 1 (v) : 1.5 (h) 1 (v) : 3.0 (h)

Unit 5 – Sandy CLAY (lower) 1 (v) : 2.0 (h) 1 (v) : 3.0 (h)

5.7.3 Temporary Shoring

As an alternative to battering the faces excavations can be shored. Shoring is to be designed to resist lateral earth pressures determined using the coefficient of lateral earth pressure (Ka or Ko) shown in Table 5-1. The at rest coefficient (K0) is to be used where the shoring is braced.

5.7.4 Dewatering

Groundwater was observed at more than 12 m bgl in the monitoring well. On the basis of this observation and the subsurface profile, it is unlikely for groundwater seepage to enter the

6 Chandler K.R. (1983), within Peck et al (1992) Brighton Group – Engineering Properties. Engineering Geology of Melbourne. Balkema. Rotterdam

15


July 2015 Job No: 4300.100

proposed basement excavation. However, isolated lenses of perched groundwater may still be encountered therefore it is recommended that an allowance is made during construction for localised groundwater control such as sump-and-pump technique to minimise softening of soils exposed at the base of the excavation.

5.8 Proposed Bowling Green

The base of the excavation for the proposed bowling green is recommended to be founded within the CLAY layer (Unit 4) at least 0.6 m bgl. Characteristic surface movement of up to 40 mm is expected for footings founded at this depth.

It is recommended that the following measures are adopted to control the moisture content in the underlying clays to mitigate possible surface movements of the green surface.

Installation of a capping layer beneath the bowling green; and

Adopt drainage details and other construction practices as per Bowls Australia Bowling Green Construction Guidelines7.

The capping layer should be a minimum of 200 mm thick and be constructed with a Sandy Clay material meeting the following properties:

Permeability less than 5 x 10-9 m/s

CBR ≥ 7%

Swell ≤ 1.5% as measured in the CBR test; and

At least 35% passing the 75 µm.

The capping layer should be compacted to a density ratio of at least 95% using a standard compactive effort and after compaction should have a moisture content between optimum moisture content and +3% wet of optimum moisture content.

Any over-excavation beneath the bowling green should also be backfilled in accordance with the requirements for the capping layer material and compaction requirements.

The capping layer should extend to at least 1 m beyond the perimeter block wall and should be at least 150 mm thick beneath all Agi drains and collector drains (see Figure 5-1).

Figure 5-1 Typical Details of Agi Drain and Capping Layer (Not To Scale)

7 Bowls Australia (2011), Bowling Green Construction Guidelines.

16


July 2015 Job No: 4300.100

6 Pavement Design

6.1 Design CBR Values

Given the soil profiles encountered and assuming that the new pavements for the internal roads will be constructed to have a finished level at or near the existing surface level, it is most likely that CLAY will form the subgrade over most of the site.

Taking into consideration the variability of soil profiles encountered, the drainage conditions and plasticity of the soils together with the field and laboratory soaked CBR values, a design CBR value of 5.0% has been adopted for the natural clay subgrade. Based on the consistency of the DCP test results and measured linear shrinkage values, the clay subgrade is considered to be non-expansive.

6.2 Design Traffic Loading

In the absence of specific traffic data, the design traffic loads (DTL) in terms of Equivalent Standard Axles (ESA)8 and heavy vehicle axle groups (HVAG) have been determined on the basis of the following:

1450 vehicles including 145 service vehicles9 will access the site daily, on average, over the life of the pavement.

Service vehicles accessing the site will be 2-axle or 3-axle rigid trucks.

Values of other traffic parameters reported in Austroads Guide to Pavement Technology Part 2 (2014)

If, in the future, more specific traffic information becomes available, the pavement design options will need to be reviewed. A summary of the calculated DTL and adopted design parameters is provided in Table 6-1.

Table 6-1 Determination of Design Traffic Loadings (DTL)

Road Name

Traffic Load Parameter

Internal Road

Design Period (years) 20

AADT (Vehicles per day) 1450

% Heavy Vehicles (HV) 10

NHVAG 2.0

ESA/HVAG 0.5

Direction Factor 0.5

Lane Distribution Factor 1.0

Growth Rate (%/annum) 1.0

Design ESA 5.83 x 105

6.3 Pavement Structure and Recommendations

Based on the site investigation, the results of the laboratory testing and the calculated traffic loadings, pavement design options have been developed for the comprehensive retirement village in accordance with the following guide and code of practice:

8 A standard axle is a dual-tyred single axle loaded to 8.2 tonnes. 9 Each truck accessing the site will result in two movements (one entering, one exiting the site).

17


July 2015 Job No: 4300.100

Austroads Guide to Pavement Technology Part 2 (2010): Pavement Structural Design.

VicRoads Code of Practice RC500.22 – Code of Practice for Selection and Design of Pavements and Surfacings.

For roads which are likely to have kerb and channel the combined thickness of the base course layer and asphalt wearing course has been matched to an assumed kerb and channel thickness of 190 mm. It is understood that the asphalt surfacing is to finish 5 mm above the lip of the kerb and channel i.e. 195 mm above the base of the kerb and channel.

In providing pavement options with a thin asphalt surfacing on the more highly trafficked roads, we note the following cautionary advice from the Austroads Guide to Pavement Technology Part 2 (2012), with respect to this type of pavement subjected to traffic loadings exceeding 1 x 105 ESA:

Designers are cautioned, however, that the mechanistic design model has not been validated for granular pavements having asphalt surface layers less than 40 mm thick and that there is considerable uncertainty associated with the use of the model for these pavements. In particular, while the design model may suggest that pavements with thin asphalt surfacings can perform comparably to thick asphalt pavements at high traffic loadings, it does not adequately account for the impact of traffic loads on these thin surfacings. These inadequacies include:

the assumption that the tyre loading is applied as a uniform, vertical stress distribution

the assumption that the interface between the surfacing and the underlying pavement is fully bonded

the omission of horizontal loads due to braking, accelerating, turning and climbing movements

the assumed moisture levels of the granular base courses

construction variability

the omission of environmental effects.

Tyre loading ‒ Accurate measurements of tyre-pavement contact stress patterns (de Beer et al 1997) have shown that stresses at the edge of the tyre can be up to double the stress at the centre of the tyre. While the effect of this stress variation has relatively little impact on the performance of thick asphalt pavements, it can have a pronounced effect on thin surfacings.

Interface bond ‒The assumption of a fully bonded interface is often not achieved for thin asphalt surfacings placed on granular substrates, where the substrate is not primed prior to placing the asphalt. There is a tendency to omit the prime for reasons of expediency but it is critically important to the achievement of an adequate bond between the substrate and the surfacing. In some cases, even where the prime is applied, a build-up of vapour pressure as a result of higher moisture levels in the pavement can cause a debonding of the surfacing. Hence, the importance of controlling moisture build-up in pavements.

Horizontal loads – During certain manoeuvres, such as braking, turning and travelling uphill, heavy vehicles apply horizontal loads to the pavement, which are currently not taken into account in the design model. For thin surfaced granular pavements, the stresses generated by these loads are concentrated in the upper pavement layers and can have a significant impact on the performance of the surfacing. In thick asphalt pavements, constructed in a continuous operation, the interface bonding and the strength/stiffness of the layer allows these stresses to be dissipated throughout the pavement and, hence, to have relatively little effect on performance.

18


July 2015 Job No: 4300.100

Moisture of granular layers – The performance of thin surfaced granular pavements is highly dependent on the properties of upper granular layers, which in turn depend on moisture levels within the granular layers (Section 6.2.2). Designers need to be aware that the predicted performance of thin surfaced granular pavements may not be achieved in situations where the moisture within granular layers is higher than anticipated.

Construction variability – It is often difficult to lay thin layers of asphalt accurately and achieve a uniform thickness and standard of compaction. Thin layers of asphalt cool quickly and so may be less uniform than thicker layers. This can lead to greater variability in performance for thin asphalt layers, particularly under heavy traffic.

Environmental effects – Asphalt oxidises and hardens over time due to exposure to the atmosphere and becomes more prone to ravelling and surface cracking. The rate of oxidation is very closely related to its exposure to the atmosphere and hence the level of in situ air voids in the asphalt layer, which in turn is dependent on the degree of compaction achieved at construction. Better compaction is achieved where the heat in the asphalt can be retained for longer periods, which, for given weather conditions (temperature, wind speed) is achieved with thicker layers.

Subject to these cautionary notes, revised pavement designs have been developed for the internal road (Table 6-2). The pavements have been analysed using the CIRCLY 5.0 software. CIRCLY Output files have been attached as Appendix D.

Table 6-2 Asphalt Surfaced Granular Pavement (CBR=5.0%, DTL=5.83 x 105 ESA)

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

Base Course 80 mm Size 14 mm Type SI Class 320 Asphalt (placed in two layers of 40 mm)

Prime or 7 mm Primerseal

Base 185 mm Size 20 mm Class 2 Crushed Rock

(placed in two layers of 85 mm and 100 mm to facilitate kerb and channel construction)

Compacted to a minimum density ratio of 98% (Modified) AS1289, 5.2.2

Subbase 170 mm Size 20 mm Class 3 Crushed Rock

Compacted to a minimum density ratio of 98% (Modified) AS1289, 5.2.1

Total 465 mm minimum including asphalt

Subgrade Material as found (CLAY)

Compacted to a minimum density of ratio 98% (Standard) AS1289, 5.1.1

A full depth asphalt pavement has been considered but is not recommended because it is not cost effective. The additional layer of structural asphalt did not provide any significant reduction in the thickness of the granular layers or in the overall pavement thickness.

6.4 Pavement Construction

6.4.1 Compaction

Subgrade soils should be compacted to a minimum dry density ratio of 98% of standard compaction at moisture contents of ±2% 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 after in-situ stabilisation to assess the condition of the subgrade and to assess the need (if any) for further subgrade improvement unless in-situ stabilisation of the subgrade is to be undertaken.

19


July 2015 Job No: 4300.100

6.4.2 Proof Rolling

The subgrade is required to be proof rolled to confirm that the subgrade is a uniform sound surface free of weak areas. Proof rolling should be conducted by a pneumatic-tyred roller loaded to 1.5 t/wheel and with a tyre pressure of 450 kPa. 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 10 mm in depth or where the subgrade “springiness”10 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 6.4.1.

The proof roller should be operated to provide two pass of all areas road formation.

6.5 Drainage

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

To improve the trafficability of the site and to minimise construction delays, adequate drainage of the site during construction should be provided. No pooling of water, either on natural or stripped surfaces within the boxed out areas should be allowed.

6.5.1 Surface Drainage

The pavements should be constructed with a minimum cross fall of 3% to ensure drainage of the asphalt surface.

6.5.2 Subsurface Drainage

If kerb and channel is to be constructed, the preferred subsurface drainage system would be the installation of a 100 mm diameter AGI along both sides of the pavement. The capping layer is required to be extended beneath the subsurface drains in order to provide a minimum of 150 mm of capping layer material from the drain invert to the underlying expansive subgrade as VicRoads Code of Practice RC500.22 (Refer to Figure 6-1).

Figure 6-1 Subsurface Drain

Subsurface drains shall also be required at the interface of existing and new pavements where the new pavement material is likely to trap water within the adjacent existing materials. Subsurface drains should be installed on the high side of the new pavement. If the bottom of the new

10 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

20


July 2015 Job No: 4300.100

pavement is located within the subgrade such that it creates a sump, subsurface drainage should also be installed on the low side of the pavement.

Where catch or table drains are to be provided, careful consideration should be given to minimising the potential for water in the table drain to infiltrate the upper zone of the subgrade. This can be achieved by designing the drains to ensure that the water level remains at least 250 mm below subgrade level. Other factors that should be considered in designing the drains include flow velocity, shape, turn-off (discharge) areas and sediment control. Open drains such as catch drains and table drains should be regularly maintained to remove of any debris or sediment accumulation.

6.6 Flexible Pavement

6.6.1 Junctions with Existing Pavements

Where new pavement is being constructed to match an existing pavement the junctions between new and existing pavements will be prepared by stepping the junction into the existing pavement by 2 m at each interface between pavement layers in the case of transverse junctions and by 150 mm in the case of longitudinal junctions.

Longitudinal joints shall be located within 300 mm of the planned position of traffic lane lines or within 300 mm of the centre of a traffic lane.

For granular pavement layers, the exposed end of each lot11 and the exposed edges of any part width construction shall be kept moist until spreading and compaction has been completed over the entire layer. Exposed edges of existing asphalt layers are to be tack coated prior to placing new asphalt against the junction.

All asphalt joints and junctions with existing pavements shall be in accordance with VicRoads Section 407.16.

6.6.2 Granular Layers

The base and sub-base crushed rock should comply with VicRoads12 Section 812 and should be placed and compacted in accordance with VicRoads12 Section 304 to the minimum density ratios specified in Section 304.08.

The use of recycled crushed concrete complying with VicRoads12 Sections 820 may be used in place of Class 3 and Class 4 crushed rock in sub-base layers.

The maximum thickness of any pavement base layer shall not exceed 160 mm and the maximum thickness of any sub-base layer shall not exceed 200 mm.

Refer to VicRoads12 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.

11 A lot will consist of a single layer, batch or area of like work which has been constructed or produced under essentially uniform conditions and is essentially homogeneous with respect to material and appearance. (VicRoads Standard Specifications for Roadworks and Bridgeworks Section 173) 12 VicRoads Standard Specifications for Roadworks and Bridgeworks

21


July 2015 Job No: 4300.100

6.6.3 Prime or Primerseal

Cutback bitumen or bitumen emulsion prime or a primerseal incorporating a bitumen emulsion binder, is recommended as a treatment prior to the application of new sprayed seals or 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.

Cutback bitumen 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 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.

6.6.4 Tack Coat

Where lower layers of asphalt are left exposed for periods longer than 24 hours or are in dusty conditions, then the surface of the asphalt should be tack coated prior to placing the overlying asphalt layer. The tack coat should consist of an application of bitumen emulsion at a rate of 0.1l/m2to 0.2l/m2 of residual bitumen.

6.6.5 Asphalt

Asphalt of the types recommended in the pavement design options should be manufactured in accordance with VicRoads13 Section 407 and should be registered with a General status on the VicRoads Mix Register. Asphalt mixes should be supplied, placed and compacted in accordance with VicRoads13 Section 407.

The design thicknesses of asphalt layers make allowance for construction tolerances on the finish surface levels as stipulated in VicRoads13 Section 407.

13 VicRoads Standard Specifications for Roadworks and Bridgeworks

22


July 2015 Job No: 4300.100

7 Implication

Recommendations and options in this report are based on data from the field investigations. The nature and continuity of subsoils away from the test locations and at depths below the target depth are inferred and, hence it must be appreciated that actual conditions can vary from those adopted in the ground model.

During excavation and construction, the site should be examined by an engineer or engineering geologist competent to judge whether the exposed subsoils are compatible with the inferred conditions on which the report has been based. We would be pleased to provide this service to you and believe your project would benefit from such continuity. However, it is important that we be contacted if there is any variation in subsoil conditions from those described in the report.

8 Applicability

This report has been prepared for the benefit of Ryman Healthcare (Australia) 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 without our prior review and agreement.

Tonkin & Taylor Pty Ltd

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

AAP p:\4300\4300.1000\workingmaterial\4300.100.r1.docx

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

Chris Boyd Tony Cussins

Senior Geotechnical Engineer Project Director

Appendix A : Borehole Location Plan

Appendix B : Engineering Logs

SHEET 1 of 2

WATER CORE RECOVERY METHOD/CASING

Core recovered expressed as Shows drilling method

percentage of the length of the and depth of casing

core run

FIELD TEST GRAPHIC LOG

SPT Standard Penetration Test

U63 Undistirbed Sample 63mm diameter

SV Undrained Shear Strength as measured

by field vane FILL GATTIC COVER

PP Twice Undrained Shear Strength as SAND (made ground)

measured by pocket penetrometer SOLID PIPE WITH CONCRETE

DCP Dynamic Cone Penetrometer blows

per 100mm SOLID PIPE WITH CEMENT

Field CBR under exisitng pavement SILT MUDSTONE

SOLID PIPE WITH BENTONITE

LABORATORY TEST CLAY SILTSTONE

U63 Undisturbed Sample - 63mm SOLID PIPE WITH GRAVEL PACK

DS Disturbed Sample

MC Moisture Content % AS 1289.2.1.1

LL Liquid Limit (%) AS 1289.3.1.2 GRAVEL SANDSTONE SLOTTED PIPE WITH GRAVEL PACK

PI Plasticity Index AS 1289.3.3.1

LS Linear Shrinkage (%) AS 1289.3.4.1

PID Photoionization Detector (ppm) COBBLES BASALT

CBR California Bearing Ratio AS 1289.6.1.1 COLLAPSE OF HOLE

CLASSIFICATION SYMBOL Soil and rock desriptions generally follow the "Guide to the

Description Identification and Classification of Soils" and the

the field guides as given in AS1726 - 1993 Geotechnical Site

Investigations. When describing the soils the soils are desribed

in terms of the Engineering properties.

EASE OF EXCAVATION

Cu (kPa)

D Dry, look and feels dry VS Very Soft <10 VL Very Loose E Easy

M Moist, no free water on hand S Soft 10 - 25 L Loose M Moderate

when remoulding F Firm 25 - 50 MD Medium Dense D Difficult

VM Very Moist St Stiff 50 - 100 D Dense ER Effective Refusal

W Wet, freee water on hand VSt Very Stiff 100 - 200 VD Very Dense

when remoulding H Hard >200

Fb Friable

WEATHERING FIELD STRENGTHPoint Load Index (MPa) - Is(50)

RS Residual Soil EL Extremely Low < 0.03 Easily remoulded by hand crumbles

XW Extremely Weathered Rock VL Very Low > 0.03 < 0.1 Crumbles under firm blows with

HW Highly Weathered Rock sharp end of pick

MW Moderately Weathered Rock L Low > 0.1 < 0.3 A 150mm long piece may be broken

DW Distinctly Weathered Rock hand

SW Slightly Weathered Rock M Medium > 0.3 < 1.0 A 150mm long piece may be broken

FR Fresh Rock hand with difficulty

H High > 1 < 3 Core breaks after one blow

VH Very High > 3 < 10 Core breaks after more than blow

EH Extremely High > 10 Core breaks after many blows with pick

Field Guide (50mm Core)

SOIL DESCRIPTIONS

ROCK DESCRIPTIONS

DENSITYSTRENGTHMOISTURE CONTENT

Field CBR

ENGINEERING LOGTERMINOLOGY

DRILLING OR EXCAVATION

Environmental & Engineering Consultants

SA - Solid AugerHA - Hollow AugerTR - TerrierW - Wash BoringNQ3 - NQ triple tube coring

Water level on date shown

Water inflow

Water outflow

(The graphic logs shows soil and rock substances, significant defects, and core loss. Soil and rock substances represented clear contrasting symbols consistant for each project.

Based on USCS Unified Soil Classification Symbol Visual Method field identification. Classification symbols based on the Laboratory Method may differ

SHEET 2 of 2

CLASSIFICATION OF ROCK

RQD Rock Quality Designation 100 x Length of Core in pieces > 100mm / Length of run

Core Recovery Recovery of Core per drilling run

DEFECTS CODING

Typical Example:

B BEDDING 30.0m, J, 60, PL, SM, VT, CV, stiff green clayJ JOINT

SZ SHEARED ZONE

CZ CRUSHED SEAM / ZONE

IF INFILLED SEAM / ZONE

XD EXTREMELY WEATHERED SEAM

SHAPE ROUGHNESS APERTURE

CODE TERM DESCRIPTION OF JOINT SURFACE SYMBOL TERM DESCRIPTION (Seperation)

PL Planar SL Slickensided VT Very Tight < 0.1mm

SC Slightly Curved SM Smooth T Tight 0.1mm - 1.0mm

CV Curved DR Defined Ridges O Open 1.0mm - 10.0mm

IR Irregular ST Small Steps VO Very Open > 10mm

ST Stepped R Rough

WV Wavy VR Very Rough

INFILLINGS AND COATINGS

CG Clay Gouge Joints have openings between opposing faces of intact rock substance in excess of 1.0mm filled with

clay gouge.

CV Clay Veneers Joints contain clay coatings whose maximum thickness does not exceed 1mm.

Note: Clay described in terms of soil properties

PL Penetrative Limestone Joint traces are marked in terms of well defined zones of slightly to moderately weathered

ferrugunised rock - substance within the adjacent rock.

FeSt Limonite Stained Joint surfaces are stained or coated with limonite, although the rock substance immediately

adjacent rock is fresh.

CT Coated Joints exhibit Coatings other than clay or limonite. Eg. Carbonate (CT) or silica (SC)

SC

CL Cemented Joints are cemented with limonite (CL), silica (CS), or carbonates (CC).

CS

CC

CN Clean Joint Surfaces show no trace of clay, limonite, or other coatings.

ST Stain No visible sign of infill or coating but surfaces are discoloured by mineral staining.

V Veneer A visible coating or infilling of soil or mineral substance but usually unable to be measured

(less than 1mm).

C Coating A visible coating or infilling of soil or mineral substance, greater than 1mm thick

CEMENTATION CLASSIFICATIONUc Uncemented Clean grains exhibiting soil properties

Vwk Very Weakly cemented Cement on some grains, collapsing feel under very light finger pressure

Wk Weakly cemented Cement on many grains, collapsing feel under finger pressure, breaks down to individual grains

Mwk Moderately weakly cemented Cement on most grains, breaks down to lumps under finger pressure, can crush to individual grains under knife blade

Mo Moderately cemented Cement on most grains, can break fragments off by hand and crush to small lumps

We Well cemented Practically all grains cemented together, cannot break fragments off by hand, dull sound under hammer

Vwe Very well cemented Most primary pores filled with cement, requires firm blow with hammer to break off fragments, rings when struck

Significant defects may be shown graphically

ENGINEERING LOGTERMINOLOGY

(Continued)

ROCK DESCRIPTIONS

Environmental & Engineering Consultants

Depth

of

Defe

ct

Infill

/ C

oatin

g T

ype

Type

Angle

to C

ore

Axis

Roughness

Depth

of

Defe

ct

Apetu

re

Infill

Descrip

tio

n(a

s p

er

soil

descrip

tio

n)

Shape

152226678101012151214

U63

SPT7,12,15N=27

SPT5,17,25N=42

SPT5,DB (R),-

SPT5,12,15N=27

SPT7,17,28N=45

MLCH

CH

CL

FSt

St

VSt

H

H

VSt

H

SA

Sandy SILT, dark grey brown, low plasticity;sand: fine to medium grained.Sandy CLAY, pale brown mottled minor palegrey, high plasticity; sand: fine to mediumgrained.CLAY, high plasticity, orange mottled minor palegrey and red brown; trace gravel: fine grained,subrounded to subangular.

Grades to red brown mottled pale orange andminor pale grey.

Sandy CLAY, red brown mottled pale grey andminor pale orange; clay: medium plasticity; sand:fine to medium grained, quartzite.

End of BH01 at 10.00m

Topsoil.

CUPP laboratory test onsample from 1.5m-1.95m

MM

D-M

D-M

Wat

er

Met

hod

Geo

logi

cal U

nit

Gra

phic

Log

1

2

3

4

5

6

7

8

9

10

Con

sist

ency

/S

tren

gth

Tests

MC

(%

)

Material Description

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


Refer to location plan

4300.100

Ryman Healthcare (Australia) Pty LtdCLIENT:

PROJECT:

LOCATION:

JOB NUMBER:

Easting:

Northing:

338571

5803113

19.6.2015

AAP

19.6.2015

CB

Bore Size:

Drill Fluid:

Drill Contractor:

Drill Model:

Hole Angle:

Bearing:

CG

AMS 9700-VTR

Bore Size:

Drill Fluid:

-90ommDrill Contractor:

Drill Model:

Hole Angle:

Bearing:

CG

AMS 9700-VTR

DATE COMMENCED:

DATE COMPLETED:

LOGGED BY:

CHECKED BY:

Surface R.L.:

Offset:

-90o

Library Template: TTAUS V1.1.GLB; Report Template: TTAUS BORELOG File: P:\4300\4300.1000\WORKINGMATERIAL\GINT\4300.100 GINT AAP.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

Bri

ghto

n G

roup

2322645510121312131415

U63

SPT11,14,15

N=29

SPT11,15,17

N=32

SPT10,17,20

N=37

SPT17,30,DB (R)

SPT11,15,20

N=35

MLCH

CH

CL

SW

FSt

St

VSt

H

H

D Wk

SA

Sandy SILT, dark grey brown, low plasticity;sand: fine to medium grained.Sandy CLAY, pale brown mottled minor palegrey, high plasticity; sand: fine to mediumgrained.CLAY, high plasticity, orange mottled red brownand minor pale grey; trace gravel: fine grained,subrounded to subangular.

Grades to red brown mottled pale grey and paleorange.


SAND with Clay, pale white mottled minor redbrown, mainly fine to medium grained with somecoarse grained, quartzite; clay: low plasticity;some cemented sands, weakly cemented.

Topsoil.MM

D-M

D-M

M

Wat

er

Met

hod

Geo

logi

cal U

nit

Gra

phic

Log

1

2

3

4

5

6

7

8

9

10

Con

sist

ency

/S

tren

gth

Tests

MC

(%

)


Cla

ssifi

catio

nS

ymbo

l

BOREHOLE LOG


1 OF 2R

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



4300.100


PROJECT:

LOCATION:

JOB NUMBER:

Easting:

Northing:

338618

5803104

22.6.2015

AAP

22.6.2015

CB

Bore Size:

Drill Fluid:

Drill Contractor:

Drill Model:

Hole Angle:

Bearing:

CG

Hanjin D&B

Bore Size:

Drill Fluid:


Drill Model:

Hole Angle:

Bearing:

CG

Hanjin D&B

DATE COMMENCED:

DATE COMPLETED:

LOGGED BY:

CHECKED BY:

Surface R.L.:

Offset:

-90o


SHEET:

BOREHOLE NO: BH02


Fill

Bri

ghto

n G

roup

SW

SW

D

D

Wk

SA

SAND with Clay, pale white mottled minor redbrown, mainly fine to medium grained with somecoarse grained, quartzite; clay: low plasticity;some cemented sands, weakly cemented.(continued)

SAND, pale brown, fine to coarse grained,quartzite.


Standpipe monitoring wellinstalled at 15m with 3mslotted screen, 4.5m filtersand, backfill withbentonite to 0.3m fromsurface and grouted withconcrete.

M

M

W

Wat

er

Met

hod

Geo

logi

cal U

nit

Gra

phic

Log

11

12

13

14

15

16

17

18

19

20

Con

sist

ency

/S

tren

gth

Tests

MC

(%

)


Cla

ssifi

catio

nS

ymbo

l

BOREHOLE LOG


2 OF 2R

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



4300.100


PROJECT:

LOCATION:

JOB NUMBER:

Easting:

Northing:

338618

5803104

22.6.2015

AAP

22.6.2015

CB

Bore Size:

Drill Fluid:

Drill Contractor:

Drill Model:

Hole Angle:

Bearing:

CG

Hanjin D&B

Bore Size:

Drill Fluid:


Drill Model:

Hole Angle:

Bearing:

CG

Hanjin D&B

DATE COMMENCED:

DATE COMPLETED:

LOGGED BY:

CHECKED BY:

Surface R.L.:

Offset:

-90o


SHEET:

BOREHOLE NO: BH02


1222459109111212151517

U63

SPT5,10,12N=22

SPT6,13,20N=33

SPT7,11,13N=24

SPT10,13,17

N=30

SPT9,13,19N=32

MLCH

CH

CL

SW

FF

St-VSt

H

VSt

D

SA

Sandy SILT, dark grey brown, low plasticity;sand: fine to medium grained.Sandy CLAY, pale brown mottled minor palegrey, high plasticity; sand: fine to mediumgrained.CLAY, high plasticity, orange mottled pale greyand minor red brown; trace gravel: fine grained,subrounded to subangular.



SAND with Clay, pale white, mainly fine tomedium grained with some coarse grained,quartzite; clay: low plasticity.


Topsoil.MM

D-M

D-M

M

Wat

er

Met

hod

Geo

logi

cal U

nit

Gra

phic

Log

1

2

3

4

5

6

7

8

9

10

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



4300.100


PROJECT:

LOCATION:

JOB NUMBER:

Easting:

Northing:

338648

5803088

22.6.2015

AAP

22.6.2015

CB

Bore Size:

Drill Fluid:

Drill Contractor:

Drill Model:

Hole Angle:

Bearing:

CG

Hanjin D&B

Bore Size:

Drill Fluid:


Drill Model:

Hole Angle:

Bearing:

CG

Hanjin D&B

DATE COMMENCED:

DATE COMPLETED:

LOGGED BY:

CHECKED BY:

Surface R.L.:

Offset:

-90o


SHEET:

BOREHOLE NO: BH03


Fill

Bri

ghto

n G

roup

1232356101211109889

U63

SPT13,15,17

N=32

SPT11,13,20

N=33

SPT12,17,17

N=34

SPT12,17,22

N=39

SPT29,DB (R),-

MLCHCH

CL

SC

SW

FFSt

VSt

H

H

D

D

VD

SA



Sandy CLAY, red brown mottled minor pale greyand pale orange; clay: medium plasticity; sand:fine to medium grained, quartzite.

Clayey SAND, red brown mottled pale grey andminor pale orange, mainly fine to mediumgrained with some coarse grained, quartzite;clay: low plasticity.

SAND, red brown mottled pale orange, mainlyfine to medium grained with some coarsegrained, quartzite.

Grades to pale orange mottled pale white, fine tocoarse grained.


Topsoil.


MM

D-M

D-M

D-M

D-M

M

Wat

er

Met

hod

Geo

logi

cal U

nit

Gra

phic

Log

1

2

3

4

5

6

7

8

9

10

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



4300.100


PROJECT:

LOCATION:

JOB NUMBER:

Easting:

Northing:

338686

5803111

23.6.2015

AAP

23.6.2015

CB

Bore Size:

Drill Fluid:

Drill Contractor:

Drill Model:

Hole Angle:

Bearing:

CG

Hanjin D&B

Bore Size:

Drill Fluid:


Drill Model:

Hole Angle:

Bearing:

CG

Hanjin D&B

DATE COMMENCED:

DATE COMPLETED:

LOGGED BY:

CHECKED BY:

Surface R.L.:

Offset:

-90o


SHEET:

BOREHOLE NO: BH04


Fill

Bri

ghto

n G

roup

142356161814151612131212

U63

SPT4,5,7N=12

SPT8,9,19N=28

SPT8,12,15N=27

SPT22,DB (R),-

SPT>25 (R),-,-

SPTDB (R),-,-

MLCHCH

CL

SW

FF-StSt

St-VSt

VSt

VD

VD

SA


Sandy CLAY, red brown mottled minor pale greyand pale orange; clay: medium plasticity; sand:fine to medium grained, quartzite.

SAND, red brown mottled pale orange, fine tocoarse grained, quartzite.

Grades to red brown mottled pale orange andpale white.


Topsoil.MM

D-M

D-M

D-M

M

Wat

er

Met

hod

Geo

logi

cal U

nit

Gra

phic

Log

1

2

3

4

5

6

7

8

9

10

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



4300.100


PROJECT:

LOCATION:

JOB NUMBER:

Easting:

Northing:

338742

5803095

23.6.2015

AAP

23.6.2015

CB

Bore Size:

Drill Fluid:

Drill Contractor:

Drill Model:

Hole Angle:

Bearing:

CG

Hanjin D&B

Bore Size:

Drill Fluid:


Drill Model:

Hole Angle:

Bearing:

CG

Hanjin D&B

DATE COMMENCED:

DATE COMPLETED:

LOGGED BY:

CHECKED BY:

Surface R.L.:

Offset:

-90o


SHEET:

BOREHOLE NO: BH05


Fill

Bri

ghto

n G

roup

29131010101210121314141822R

U63

SPT5,11,10N=21

SPT17,DB (R),-

SPTDB (R),-,-

SPTDB (R),-,-

MLCHCH

SC

SW

FVSt

VSt-H

VD

VD

SA


Clayey SAND, red brown mottled pale grey andpale orange; sand: fine to medium grained,quartzite; clay: medium plasticity.

SAND, red brown mottled minor pale grey,mainly fine to medium grained with some coarsegrained, quartzite.

Refusal of BH06 at 7.50m on very dense sand

Topsoil.

No SPT test taken at 7.5mdue to hole collapse to6.5m.

MM

D-M

D-M

D-M

Wat

er

Met

hod

Geo

logi

cal U

nit

Gra

phic

Log

1

2

3

4

5

6

7

8

9

10

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



4300.100


PROJECT:

LOCATION:

JOB NUMBER:

Easting:

Northing:

338818

5803060

23.6.2015

AAP

23.6.2015

CB

Bore Size:

Drill Fluid:

Drill Contractor:

Drill Model:

Hole Angle:

Bearing:

CG

Hanjin D&B

Bore Size:

Drill Fluid:


Drill Model:

Hole Angle:

Bearing:

CG

Hanjin D&B

DATE COMMENCED:

DATE COMPLETED:

LOGGED BY:

CHECKED BY:

Surface R.L.:

Offset:

-90o


SHEET:

BOREHOLE NO: BH06


Fill

Bri

ghto

n G

roup

253333333468101010

U63

SPT6,7,11N=18

SPT6,11,13N=24

SPT4,11,15N=26

SPT5,9,15N=24

SPT3,DB (R),-

SPT>25 (R),-,-

MLCH

CH

CL

SW

FF-St

VSt

VSt

VD

SA

Sandy SILT, dark grey brown, low plasticity;sand: fine to medium grained.Sandy CLAY, pale brown mottled minor palegrey, high plasticity; sand: fine to mediumgrained.

CLAY, high plasticity, red brown mottled paleorange and minor pale grey; trace gravel: finegrained, subrounded to subangular.


SAND, pale white mottled red brown, mainly fineto medium grained with some coarse grained,quartzite.


Topsoil.MM

D-M

D-M

D-M

Wat

er

Met

hod

Geo

logi

cal U

nit

Gra

phic

Log

1

2

3

4

5

6

7

8

9

10

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



4300.100


PROJECT:

LOCATION:

JOB NUMBER:

Easting:

Northing:

338559

5803062

19.6.2015

AAP

19.6.2015

CB

Bore Size:

Drill Fluid:

Drill Contractor:

Drill Model:

Hole Angle:

Bearing:

CG

AMS 9700-VTR

Bore Size:

Drill Fluid:


Drill Model:

Hole Angle:

Bearing:

CG

AMS 9700-VTR

DATE COMMENCED:

DATE COMPLETED:

LOGGED BY:

CHECKED BY:

Surface R.L.:

Offset:

-90o


SHEET:

BOREHOLE NO: BH07


Fill

Bri

ghto

n G

roup

U63

SPT6,8,13N=21

SPT10,15,20

N=35

SPT7,9,18N=27

SPT>25 (R),-,-

CH

CL

SC

SW

F

F-St

St-VSt

H

VSt

D

VD

SA

FILL, Sandy Gravelly Silt, dark grey brown; silt:low plasticity; gravel: mainly fine grained withsome medium grained, subangular to angular,basalt; sand: fine to coarse grained.FILL, Sandy Clay with Gravel, dark orangemottled pale grey; clay: high plasticity; sand: fineto coarse grained; gravel: fine grained,subrounded to angular, basalt.CLAY, high plasticity, orange mottled pale greyand minor red brown; trace gravel: fine grained,subrounded to subangular.




SAND, pale white, mainly fine to medium grainedwith some coarse grained, quartzite.


No SPT test taken at 9mdue to hole collapse to8m.

D

D-M

D-M

D-M

D-M

M

M

Wat

er

Met

hod

Geo

logi

cal U

nit

Gra

phic

Log

1

2

3

4

5

6

7

8

9

10

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



4300.100


PROJECT:

LOCATION:

JOB NUMBER:

Easting:

Northing:

338617

5803041

24.6.2015

AAP

24.6.2015

CB

Bore Size:

Drill Fluid:

Drill Contractor:

Drill Model:

Hole Angle:

Bearing:

CG

Hanjin D&B

Bore Size:

Drill Fluid:


Drill Model:

Hole Angle:

Bearing:

CG

Hanjin D&B

DATE COMMENCED:

DATE COMPLETED:

LOGGED BY:

CHECKED BY:

Surface R.L.:

Offset:

-90o


SHEET:

BOREHOLE NO: BH08


Fill

Bri

ghto

n G

roup

SPT8,11,14N=25

SPT14,18,22

N=40

SPT11,DB (R),-

CH

SC

SW

F

F-St

VSt

D

VD

Mo

SA

FILL, Sandy Gravelly Silt, dark grey brown; silt:low plasticity; gravel: mainly fine grained withsome medium grained, subangular to angular,basalt; sand: fine to coarse grained.FILL, Sandy Clay with Gravel, dark orangemottled pale grey; clay: high plasticity; sand: fineto coarse grained; gravel: fine grained,subrounded to angular, basalt.

CLAY, high plasticity, red brown mottled palegrey and pale orange; trace gravel: fine grained,subrounded to subangular.


SAND, red brown mottled pale white and paleorange, mainly fine to medium grained with somecoarse grained, quartzite.

Grades to pale white mottled pale orange andminor red brown, fine to coarse grained, somecemented sands.

Refusal of BH09 at 9.00m on very dense sand


No SPT test taken at 6mdue to hole collapse to5.4m.

Water added down thehole to help drilling asaugers were grinding andgetting stuck.


D

D-M

D-M

D-M

D-M

Wat

er

Met

hod

Geo

logi

cal U

nit

Gra

phic

Log

1

2

3

4

5

6

7

8

9

10

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



4300.100


PROJECT:

LOCATION:

JOB NUMBER:

Easting:

Northing:

338653

5803031

24.6.2015

AAP

24.6.2015

CB

Bore Size:

Drill Fluid:

Drill Contractor:

Drill Model:

Hole Angle:

Bearing:

CG

Hanjin D&B

Bore Size:

Drill Fluid:


Drill Model:

Hole Angle:

Bearing:

CG

Hanjin D&B

DATE COMMENCED:

DATE COMPLETED:

LOGGED BY:

CHECKED BY:

Surface R.L.:

Offset:

-90o


SHEET:

BOREHOLE NO: BH09


Fill

Bri

ghto

n G

roup

51014111111161214151616192019

U63

SPT7,9,13N=22

SPT19,21,DB (R)

SPT20,DB (R),-

SPTDB (R),-,-

MLCH

CH

SC

SW

FVSt

VSt-H

VD

VD

SA

Sandy SILT, dark grey brown, low plasticity;sand: fine to medium grained.Sandy CLAY, pale brown mottled minor palegrey, high plasticity; sand: fine to mediumgrained.CLAY, high plasticity, orange mottled pale greyand red brown; trace gravel: fine grained,subrounded to subangular.

Clayey SAND, red brown mottled minor paleorange; sand: fine to medium grained, quartzite;clay: medium plasticity.

SAND, red brown mottled minor pale orange,mainly fine to medium grained with some coarsegrained, quartzite.

Grades to pale white mottled pale orange andminor red brown.

Grades to pale white miottled minor pale orange,fine to coarse sand.

Grades to red brown mottled pale orange andminor pale white.


Topsoil.



MM

D-M

D-M

D-M

M

Wat

er

Met

hod

Geo

logi

cal U

nit

Gra

phic

Log

1

2

3

4

5

6

7

8

9

10

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



4300.100


PROJECT:

LOCATION:

JOB NUMBER:

Easting:

Northing:

338765

5803044

24.6.2015

AAP

24.6.2015

CB

Bore Size:

Drill Fluid:

Drill Contractor:

Drill Model:

Hole Angle:

Bearing:

CG

Hanjin D&B

Bore Size:

Drill Fluid:


Drill Model:

Hole Angle:

Bearing:

CG

Hanjin D&B

DATE COMMENCED:

DATE COMPLETED:

LOGGED BY:

CHECKED BY:

Surface R.L.:

Offset:

-90o


SHEET:

BOREHOLE NO: BH10


Fill

Bri

ghto

n G

roup

14423471012101615181612

U63

SPT7,7,8N=15

SPT9,14,DB (R)

SPT9,16,22N=38

SPTDB (R),-,-

SPT22,DB (R),-

SPT20,DB (R),-

MLCH

CH

SC

SW

FF-St

St

VSt-H

VD

D

VD

SA



SAND, pale white mottled pale orange redbrown, mainly fine to medium grained with somecoarse grained, quartzite.

Grades to pale white mottled pale orange


Topsoil.MM

D-M

D-M

D-M

M

Wat

er

Met

hod

Geo

logi

cal U

nit

Gra

phic

Log

1

2

3

4

5

6

7

8

9

10

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



4300.100


PROJECT:

LOCATION:

JOB NUMBER:

Easting:

Northing:

338821

5803005

23.6.2015

AAP

23.6.2015

CB

Bore Size:

Drill Fluid:

Drill Contractor:

Drill Model:

Hole Angle:

Bearing:

CG

Hanjin D&B

Bore Size:

Drill Fluid:


Drill Model:

Hole Angle:

Bearing:

CG

Hanjin D&B

DATE COMMENCED:

DATE COMPLETED:

LOGGED BY:

CHECKED BY:

Surface R.L.:

Offset:

-90o


SHEET:

BOREHOLE NO: BH11


Fill

Bri

ghto

n G

roup

143356899888898

U63

SPT6,7,13N=20

SPT17,DB (R),-

SPTDB (R),-,-

SPTDB (R),-,-

MLCH

CH

SC

SW

FSt

St-VSt

VD

VD

SA



SAND, red brown mottled minor pale grey,mainly fine to medium grained with some coarsegrained, quartzite.

Grades to pale white mottled minor pale orange

Grades to red orange, fine to coarse grained.


Topsoil.




MM

D-M

D-M

D-M

M

M

Wat

er

Met

hod

Geo

logi

cal U

nit

Gra

phic

Log

1

2

3

4

5

6

7

8

9

10

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



4300.100


PROJECT:

LOCATION:

JOB NUMBER:

Easting:

Northing:

338839

5803043

23.6.2015

AAP

23.6.2015

CB

Bore Size:

Drill Fluid:

Drill Contractor:

Drill Model:

Hole Angle:

Bearing:

CG

Hanjin D&B

Bore Size:

Drill Fluid:


Drill Model:

Hole Angle:

Bearing:

CG

Hanjin D&B

DATE COMMENCED:

DATE COMPLETED:

LOGGED BY:

CHECKED BY:

Surface R.L.:

Offset:

-90o


SHEET:

BOREHOLE NO: BH12


Fill

Bri

ghto

n G

roup

45675667871111

CH

Man

ual E

xcav

atio

n

ASPHALT (100mm)CRUSHED ROCK; Sandy Gravel, grey, 20mmnominal size, fine to medium grained, angular,basalt; sand: fine to coarse grained.- Some coarse gravels.CRUSHED ROCK; Gravelly Sand, pale brown,fine to coarse sand; gravel: fine to mediumgrained, 20mm nominal size, angular, basalt.CLAY, high plasticity, orange mottled pale greyand red brown; trace gravel: fine grained,subrounded to subangular.- Becoming Sandy CLAY, red brown mottled paleorange and minor pale grey, high plasticity; sand:fine to medium grained.End of PD01 at 1.50m

DCP started at 0.3m bgl.D-MD-MM

M

W

Wat

er

Met

hod

Geo

logi

cal U

nit

Gra

phic

Log

1

2

3

4

5

6

7

8

9

10

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



4300.100


PROJECT:

LOCATION:

JOB NUMBER:

Easting:

Northing:

338657

5803146

6.7.2015

AAP

6.7.2015

CB

Bore Size:

Drill Fluid:

Drill Contractor:

Drill Model:

Hole Angle:

Bearing:

Manual Excavation

JH/HA

Bore Size:

Drill Fluid:


Drill Model:

Hole Angle:

Bearing:

Manual Excavation

JH/HA

DATE COMMENCED:

DATE COMPLETED:

LOGGED BY:

CHECKED BY:

Surface R.L.:

Offset:

-90o


SHEET:

BOREHOLE NO: PD01


Pav

emen

tB

righ

ton

Gro

up

5877

CH

Wk

Man

ual E

xcav

atio

n

ASPHALT (40mm)ASPHALT (60mm)CEMENT TREATED CRUSHED ROCK; SandyGravel, pale brown, 20mm nominal size, fine tomedium grained, angular, basalt; sand: fine tocoarse grained.CRUSHED ROCK; Gravelly Sand, pale brown,fine to coarse sand; gravel: fine to mediumgrained, 20mm nominal size, angular, basalt.CLAY, high plasticity, orange mottled pale greyand red brown; trace gravel: fine grained,subrounded to subangular.- Becoming Sandy CLAY, red brown mottled paleorange and minor pale grey, high plasticity; sand:fine to medium grained.End of PD02 at 1.50m

DCP started at 0.3m bgl.

DCP test discontinueddue to rod breakage.

MM

M

Wat

er

Met

hod

Geo

logi

cal U

nit

Gra

phic

Log

1

2

3

4

5

6

7

8

9

10

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



4300.100


PROJECT:

LOCATION:

JOB NUMBER:

Easting:

Northing:

338532

5802969

6.7.2015

AAP

6.7.2015

CB

Bore Size:

Drill Fluid:

Drill Contractor:

Drill Model:

Hole Angle:

Bearing:

Manual Excavation

JH/HA

Bore Size:

Drill Fluid:


Drill Model:

Hole Angle:

Bearing:

Manual Excavation

JH/HA

DATE COMMENCED:

DATE COMPLETED:

LOGGED BY:

CHECKED BY:

Surface R.L.:

Offset:

-90o


SHEET:

BOREHOLE NO: PD02


Pav

emen

tB

righ

ton

Gro

up

CL

EX

TP01/0.1

TP01/0.35

TP01/0.5

M

M

D-M

D-M

D

S

S

L

F

St

Easy

Easy

Easy

Easy

Easy

- Minor fragments ofplastic sheetingthroughout fill layer

TOPSOIL, sandy SILT, brown, fine tomedium grained.FILL: CLAY, medium plasticity, orangeybrown, trace fine grained sand.

FILL: Sandy GRAVEL, brown, fine tomedium grained, sub rounded to angulargravel, fine to coarse grained sand.FILL: CLAY, medium plasticity, brownishgrey, trace fine grained sand.

CLAY, medium plasticity, .orange mottledred, traace fine grained sand.

End of TP01 at 1.50m

Bs

3

11

12

18

240

>200

>200

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


92.5

92.0

91.5

91.0

RL

(m)

Dep

th (

m)

0.5

1.0

1.5

2.0

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

Brandon Park

6-30 Bradon Park Drive, Wheelers Hill

4300.200

Ryman's Healthcare

Easting:

Northing:

92m338663

5803034

22.6.2015

KRK

22.6.2015

CB

Hire

Kubota 4.5T

DATE COMMENCED:

DATE COMPLETED:

LOGGED BY:

CHECKED BY:

Library Template: TTAUS V1.1.GLB; Report Template: TTAUS TEST PIT PAVEMENT File: P:\4300\4300.2000\WORKINGMATERIAL\GINT\ENG LOGS.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

0.5mm

1 OF 1

CLIENT:

PROJECT:

LOCATION:

JOB NUMBER:

CL

EX

TP02/0.1

TP02/0.5

TP02/1.0

TP02/1.1

D -MD -M

W

M

F

F

S

F

Easy

Easy

Easy

Easy

- Trace concretefragments throughoutfill layer

TOPSOIL, sandy SILT, brown, fine tomedium grained.FILL: CLAY, medium plasticity, brown andorange, trace fine to coarse grained sand,trace fine to coarse grained gravel.

- Grades to orange mottled brown and red

FILL: CLAY, medium plasticity, grey, tracefine to medium grained sand.

CLAY, medium plasticity, orange mottledpale grey, trace fine grained sand withrootlets.


DS

4

5

2

1

1

3

2

2

3

2

3

3

3

4

4

290

180

230

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


91.5

91.0

90.5

90.0

RL

(m)

Dep

th (

m)

0.5

1.0

1.5

2.0


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

Brandon Park


4300.200

Ryman's Healthcare

Easting:

Northing:

91m338655

5802957

22.6.2015

KRK

22.6.2015

CB

Hire

Kubota 4.5T

DATE COMMENCED:

DATE COMPLETED:

LOGGED BY:

CHECKED BY:


Trench Bearing:


Trench Length:

Trench Width:

Surface R.L.:

Offset:

ExcavatorEquipment:

Model:


0.5mm

1 OF 1

CLIENT:

PROJECT:

LOCATION:

JOB NUMBER:

CL

EX

TP03/0.1

TP03/0.5

TP03/1.3

D -MD -M

M

F

F

F

Easy

Easy

Easy

- Concrete fragments atsurface- Trace concretefragments, minor foiland plastic wastethroughout fill layer

TOPSOIL, sandy SILT, brown, fine tomedium grained.FILL: CLAY, medium plasticity, brownmottled orange, red and grey, some silt,trace fine to coarse grained sand, tracefine to medium grained gravel.

- Some aggregate gravels @ 0.4mbgl



DS

Bs

3

4

5

4

7

8

8

7

4

6

6

8

8

9

10

>200

>200

210

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


91.5

91.0

90.5

90.0

RL

(m)

Dep

th (

m)

0.5

1.0

1.5

2.0


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

Brandon Park


4300.200

Ryman's Healthcare

Easting:

Northing:

91m338056

5802948

22.6.2015

KRK

22.6.2015

CB

Hire

Kubota 4.5T

DATE COMMENCED:

DATE COMPLETED:

LOGGED BY:

CHECKED BY:


Trench Bearing:


Trench Length:

Trench Width:

Surface R.L.:

Offset:

ExcavatorEquipment:

Model:


0.5mm

1 OF 1

CLIENT:

PROJECT:

LOCATION:

JOB NUMBER:

CL

CL

EX

TP04/0.1

TP04/0.8

D

D

D

D

F

St

F - St

St

Easy

Easy

Easy

Easy

- Trace glass fragmentsand tree rootsthroughout fill layer

TOPSOIL, sandy SILT, brown, fine tomedium grained.FILL: CLAY, medium plasticity, greymottled orange, trace fine to coarsegrained sand, trace fine to mediumgrained gravel.


CLAY, grey with brown streaks, some finegrained sand with rootlets.


DS

3

7

5

3

2

3

5

4

6

7

11

12

14

16

>200

>200

>200

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


87.5

87.0

86.5

86.0

RL

(m)

Dep

th (

m)

0.5

1.0

1.5

2.0


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

Brandon Park


4300.200

Ryman's Healthcare

Easting:

Northing:

87m338627

5802903

22.6.2015

KRK

22.6.2015

CB

Hire

Kubota 4.5T

DATE COMMENCED:

DATE COMPLETED:

LOGGED BY:

CHECKED BY:


Trench Bearing:


Trench Length:

Trench Width:

Surface R.L.:

Offset:

ExcavatorEquipment:

Model:


0.5mm

1 OF 1

CLIENT:

PROJECT:

LOCATION:

JOB NUMBER:

CL

EX

TP05/0.1

TP05/0.2

TP05/0.5

TP05/1.2

D

D-M

D

D

F

F

S - F

St

Easy

Easy

Easy

Easy

TOPSOIL, sandy SILT, brown, fine tomedium grained.

FILL: Sandy CLAY, low plasticity, brownwith pockets of orange, fine to mediumgrained sand.

FILL: Sandy SILT, low plasticity, greyishbrown, trace fine to medium grained sand.

- Grades to white



Bs

DS

2

3

4

3

2

2

3

4

3

4

10

7

13

17

15

>200

>200

>200

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


87.5

87.0

86.5

86.0

RL

(m)

Dep

th (

m)

0.5

1.0

1.5

2.0


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

Brandon Park


4300.200

Ryman's Healthcare

Easting:

Northing:

87m338546

5802927

22.6.2015

KRK

22.6.2015

CB

Hire

Kubota 4.5T

DATE COMMENCED:

DATE COMPLETED:

LOGGED BY:

CHECKED BY:


Trench Bearing:


Trench Length:

Trench Width:

Surface R.L.:

Offset:

ExcavatorEquipment:

Model:


0.5mm

1 OF 1

CLIENT:

PROJECT:

LOCATION:

JOB NUMBER:

EX

D

D-M

F

F

Easy

Easy

- Conduit @ 0.3mbgl

- Minor scrap metal @0.4 to 0.7m

- Orange conduit piping@ 1.2mbgl


FILL: CLAY, low to medium plasticity,brown with pockets of wet grey sandyclay, fine to coarse grained sand, tracefine grained gravel.

- Grades to orange mottled red and grey

Bs

1

2

2

2

2

3

3

4

6

5

4

4

2

3

4

120

220

220

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


88.5

88.0

87.5

87.0

RL

(m)

Dep

th (

m)

0.5

1.0

1.5

2.0


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

Brandon Park


4300.200

Ryman's Healthcare

Easting:

Northing:

88m338589

5802933

22.6.2015

KRK

22.6.2015

CB

Hire

Kubota 4.5T

DATE COMMENCED:

DATE COMPLETED:

LOGGED BY:

CHECKED BY:


Trench Bearing:


Trench Length:

Trench Width:

Surface R.L.:

Offset:

ExcavatorEquipment:

Model:


0.5mm

1 OF 2

CLIENT:

PROJECT:

LOCATION:

JOB NUMBER:

CL

EX

D-M

D

F

St

Easy

Easy

FILL: CLAY, low to medium plasticity,brown with pockets of wet grey sandyclay, fine to coarse grained sand, tracefine grained gravel. (continued)

CLAY, grey with brown streaks, some finegrained sand with rootlets.


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


86.5

86.0

85.5

85.0

RL

(m)

Dep

th (

m)

2.5

3.0

3.5

4.0


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

Brandon Park


4300.200

Ryman's Healthcare

Easting:

Northing:

88m338589

5802933

22.6.2015

KRK

22.6.2015

CB

Hire

Kubota 4.5T

DATE COMMENCED:

DATE COMPLETED:

LOGGED BY:

CHECKED BY:


Trench Bearing:


Trench Length:

Trench Width:

Surface R.L.:

Offset:

ExcavatorEquipment:

Model:


0.5mm

2 OF 2

CLIENT:

PROJECT:

LOCATION:

JOB NUMBER:

CL

EX

TP07/0.1,QC1

QC1A

TP07/0.5

TP07/0.85

D

D

D

D-M

F

St

St

F- St

Easy

Easy

Easy

Easy


FILL: CLAY, medium plasticity, orangemottled brown, trace fine to mediumgrained sand.

FILL: CLAY, medium plasticity, greymottled red, trace fine to medium grainedsand.



DS

18

24

4

5

12

7

7

7

9

9

10

13

8

13

200

270

>200

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


90.5

90.0

89.5

89.0

RL

(m)

Dep

th (

m)

0.5

1.0

1.5

2.0


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

Brandon Park


4300.200

Ryman's Healthcare

Easting:

Northing:

90m338598

5803007

22.6.2015

KRK

22.6.2015

CB

Hire

Kubota 4.5T

DATE COMMENCED:

DATE COMPLETED:

LOGGED BY:

CHECKED BY:


Trench Bearing:


Trench Length:

Trench Width:

Surface R.L.:

Offset:

ExcavatorEquipment:

Model:


0.5mm

1 OF 1

CLIENT:

PROJECT:

LOCATION:

JOB NUMBER:

ML

CH

CI

EX

TP08/0.1

TP08/0.45

1507030

D

D

D-M

F

F

F - St

Easy

Easy

Easy


Sandy CLAY, brown, fine to mediumgrained.


- Grades to red mottled grey and orange


DS

Bs

DS

1

2

2

2

3

6

9

9

13

18

23

18

21

19

23

170

>200

>200

27.9 0.0 9.0

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


93.5

93.0

92.5

92.0

RL

(m)

Dep

th (

m)

0.5

1.0

1.5

2.0


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

Brandon Park


4300.200

Ryman's Healthcare

Easting:

Northing:

93m338582

5803083

22.6.2015

KRK

22.6.2015

CB

Hire

Kubota 4.5T

DATE COMMENCED:

DATE COMPLETED:

LOGGED BY:

CHECKED BY:


Trench Bearing:


Trench Length:

Trench Width:

Surface R.L.:

Offset:

ExcavatorEquipment:

Model:


0.5mm

1 OF 1

CLIENT:

PROJECT:

LOCATION:

JOB NUMBER:

ML

CH

CH

EX

TP09/0.1

TP09/0.4

D

D

D-M

F

F

F - St

Easy

Easy

Easy



CLAY, medium plasticity, yellow brown,trace fine grained sand with rootlets.

- Grades to orange mottled red and yellowbrown


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


94.5

94.0

93.5

93.0

RL

(m)

Dep

th (

m)

0.5

1.0

1.5

2.0


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

Brandon Park


4300.200

Ryman's Healthcare

Easting:

Northing:

94m338599

5803130

23.6.2015

KRK

23.6.2015

CB

Hire

Kubota 4.5T

DATE COMMENCED:

DATE COMPLETED:

LOGGED BY:

CHECKED BY:


Trench Bearing:


Trench Length:

Trench Width:

Surface R.L.:

Offset:

ExcavatorEquipment:

Model:


0.5mm

1 OF 1

CLIENT:

PROJECT:

LOCATION:

JOB NUMBER:

ML

CH

CH

EX

TP10/0.1

TP10/0.4

1507031

D

D-M

D-M

F

F

F - St

Easy

Easy

Easy



CLAY, medium plasticity, orange mottledred and yellow, trace fine grained sandwith rootlets.

- Grades to red mottled orange and grey


DS

DS

2

2

4

3

4

8

11

11

10

12

10

14

14

15

16

270

>200

>200

58 27 9.5

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


96.5

96.0

95.5

95.0

RL

(m)

Dep

th (

m)

0.5

1.0

1.5

2.0


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

Brandon Park


4300.200

Ryman's Healthcare

Easting:

Northing:

96m338642

5803115

23.6.2015

KRK

23.6.2015

CB

Hire

Kubota 4.5T

DATE COMMENCED:

DATE COMPLETED:

LOGGED BY:

CHECKED BY:


Trench Bearing:


Trench Length:

Trench Width:

Surface R.L.:

Offset:

ExcavatorEquipment:

Model:


0.5mm

1 OF 1

CLIENT:

PROJECT:

LOCATION:

JOB NUMBER:

ML

CH

CI

EX

TP11/0.1

1507032

TP11/0.4

1507033

D-M

D-M

D-M

F

F

F - St

Easy

Easy

Easy






DS

Bs

DS

DS

1

2

2

2

3

7

6

8

7

6

8

7

7

9

9

270

>200

>200

24.0

30.3

41

59

17

28

5.0

11.0

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


96.5

96.0

95.5

95.0

RL

(m)

Dep

th (

m)

0.5

1.0

1.5

2.0


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

Brandon Park


4300.200

Ryman's Healthcare

Easting:

Northing:

96m338643

5803111

23.6.2015

KRK

23.6.2015

CB

Hire

Kubota 4.5T

DATE COMMENCED:

DATE COMPLETED:

LOGGED BY:

CHECKED BY:


Trench Bearing:


Trench Length:

Trench Width:

Surface R.L.:

Offset:

ExcavatorEquipment:

Model:


0.5mm

1 OF 1

CLIENT:

PROJECT:

LOCATION:

JOB NUMBER:

ML

CH

CI

EX

TP12/0.1

TP12/0.35

1507034

D-M

D-M

D-M

F

F

F - St

Easy

Easy

Easy


Sandy SILT, brown, fine to mediumgrained.


- Grades to red mottled orange and greyEnd of TP12 at 1.60m

Bs

DS

1

2

2

2

5

5

5

8

10

14

16

12

14

12

18

>200

>200

>200

28.6 61 30 13.0

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


95.5

95.0

94.5

94.0

RL

(m)

Dep

th (

m)

0.5

1.0

1.5

2.0


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

Brandon Park


4300.200

Ryman's Healthcare

Easting:

Northing:

95m338670

5803119

23.6.2015

KRK

23.6.2015

CB

Hire

Kubota 4.5T

DATE COMMENCED:

DATE COMPLETED:

LOGGED BY:

CHECKED BY:


Trench Bearing:


Trench Length:

Trench Width:

Surface R.L.:

Offset:

ExcavatorEquipment:

Model:


0.5mm

1 OF 1

CLIENT:

PROJECT:

LOCATION:

JOB NUMBER:

ML

CH

CI

EX

TP13/0.1

TP13/0.4

D-M

D-M

D-M

F

F

F - St

Easy

Easy

Easy



CLAY, medium plasticity, yellow brownmottled orange and grey, trace finegrained sand with rootlets.

- Grades to orange mottled red and grey



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


95.5

95.0

94.5

94.0

RL

(m)

Dep

th (

m)

0.5

1.0

1.5

2.0


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

Brandon Park


4300.200

Ryman's Healthcare

Easting:

Northing:

95m338648

5803068

23.6.2015

KRK

23.6.2015

CB

Hire

Kubota 4.5T

DATE COMMENCED:

DATE COMPLETED:

LOGGED BY:

CHECKED BY:


Trench Bearing:


Trench Length:

Trench Width:

Surface R.L.:

Offset:

ExcavatorEquipment:

Model:


0.5mm

1 OF 1

CLIENT:

PROJECT:

LOCATION:

JOB NUMBER:

SM

CI

EX

TP14/0.05

TP14/0.41507036

D

D

St

VSt - H

Hard

Hard

Silty SAND, grey, fine to medium grained.

CLAY, medium plasticity, yellow brownmottled orange, trace fine grained sandwith rootlets.

Refusal of TP14 at 0.90m on Hard clay

DS

Bs

DS

25

Refusal

>200

>200

18.5 0.0 10.0

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


95.5

95.0

94.5

94.0

RL

(m)

Dep

th (

m)

0.5

1.0

1.5

2.0


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

Brandon Park


4300.200

Ryman's Healthcare

Easting:

Northing:

95m338728

5803020

23.6.2015

KRK

23.6.2015

CB

Hire

Kubota 4.5T

DATE COMMENCED:

DATE COMPLETED:

LOGGED BY:

CHECKED BY:


Trench Bearing:


Trench Length:

Trench Width:

Surface R.L.:

Offset:

ExcavatorEquipment:

Model:


0.5mm

1 OF 1

CLIENT:

PROJECT:

LOCATION:

JOB NUMBER:

ML

CH

CI

EX

TP15/0.1

TP15/0.4

D-M

D-M

D

F

S - F

St

Easy

Easy

Easy




- Grades to orange mottled red

- Grades to red mottled orange


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


95.5

95.0

94.5

94.0

RL

(m)

Dep

th (

m)

0.5

1.0

1.5

2.0


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

Brandon Park


4300.200

Ryman's Healthcare

Easting:

Northing:

95m338752

5803040

23.6.2015

KRK

23.6.2015

CB

Hire

Kubota 4.5T

DATE COMMENCED:

DATE COMPLETED:

LOGGED BY:

CHECKED BY:


Trench Bearing:


Trench Length:

Trench Width:

Surface R.L.:

Offset:

ExcavatorEquipment:

Model:


0.5mm

1 OF 1

CLIENT:

PROJECT:

LOCATION:

JOB NUMBER:

ML

CH

CI

EX

TP16/0.1

TP16/0.45

D-M

D-M

D-M

F

F

F - St

Easy

Easy

Easy




- Grades to orange mottled red


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


95.5

95.0

94.5

94.0

RL

(m)

Dep

th (

m)

0.5

1.0

1.5

2.0


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

Brandon Park


4300.200

Ryman's Healthcare

Easting:

Northing:

95m338729

5803092

23.6.2015

KRK

23.6.2015

CB

Hire

Kubota 4.5T

DATE COMMENCED:

DATE COMPLETED:

LOGGED BY:

CHECKED BY:


Trench Bearing:


Trench Length:

Trench Width:

Surface R.L.:

Offset:

ExcavatorEquipment:

Model:


0.5mm

1 OF 1

CLIENT:

PROJECT:

LOCATION:

JOB NUMBER:

ML

CH

CI

EX

TP17/0.1

TP17/0.3

1507037

1507038

D-M

D-M

D-M

F

F

F - St

Easy

Easy

Easy



CLAY, medium plasticity, yellow brownmottled orange and grey, trace fine tocoarse grained sand, trace fine grainedgravel with rootlets.

- Grades to red mottled orange


Bs

DS

DS

DS

1

1

3

3

2

6

6

7

8

8

8

6

8

5

8

210

>200

>200

25.8

26.4

64 33 13.5

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


95.5

95.0

94.5

94.0

RL

(m)

Dep

th (

m)

0.5

1.0

1.5

2.0


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

Brandon Park


4300.200

Ryman's Healthcare

Easting:

Northing:

95m338727

5803131

23.6.2015

KRK

23.6.2015

CB

Hire

Kubota 4.5T

DATE COMMENCED:

DATE COMPLETED:

LOGGED BY:

CHECKED BY:


Trench Bearing:


Trench Length:

Trench Width:

Surface R.L.:

Offset:

ExcavatorEquipment:

Model:


0.5mm

1 OF 1

CLIENT:

PROJECT:

LOCATION:

JOB NUMBER:

ML

CH

CI

EX

1507039

D-M

D-M

D-M

F

F

F - St

Easy

Easy

Easy



CLAY, medium plasticity, orange mottledred, brown and grey, trace fine to coarsegrained sand, trace fine grained gravelwith rootlets.

- Grades to red mottled orange and yellowbrown with grey streaks


Bs

DS

3

2

2

3

5

8

10

12

14

15

15

20

26

Refusal

230

>200

>200

28.0 56 30 12.5

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


95.5

95.0

94.5

94.0

RL

(m)

Dep

th (

m)

0.5

1.0

1.5

2.0


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

Brandon Park


4300.200

Ryman's Healthcare

Easting:

Northing:

95m338719

5803124

23.6.2015

KRK

23.6.2015

CB

Hire

Kubota 4.5T

DATE COMMENCED:

DATE COMPLETED:

LOGGED BY:

CHECKED BY:


Trench Bearing:


Trench Length:

Trench Width:

Surface R.L.:

Offset:

ExcavatorEquipment:

Model:


0.5mm

1 OF 1

CLIENT:

PROJECT:

LOCATION:

JOB NUMBER:

ML

CH

CI

EX

TP19/0.1,QC2

QC2A

TP19/0.45

D-M

D-M

D-M

F

F

F - St

Easy

Easy

Easy

TOPSOIL, sandy SILT, brown, fine tomedium grained.Sandy CLAY, brown, fine to mediumgrained.

CLAY, medium plasticity, yellow brownmottled orange and red, trace fine tocoarse grained sand, trace fine grainedgravel with rootlets.


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


96.5

96.0

95.5

95.0

RL

(m)

Dep

th (

m)

0.5

1.0

1.5

2.0


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

Brandon Park


4300.200

Ryman's Healthcare

Easting:

Northing:

96m338788

5803095

23.6.2015

KRK

23.6.2015

CB

Hire

Kubota 4.5T

DATE COMMENCED:

DATE COMPLETED:

LOGGED BY:

CHECKED BY:


Trench Bearing:


Trench Length:

Trench Width:

Surface R.L.:

Offset:

ExcavatorEquipment:

Model:


0.5mm

1 OF 1

CLIENT:

PROJECT:

LOCATION:

JOB NUMBER:

ML

CH

CI

EX

TP20/0.1

TP20/0.4

D-M

D-M

D-M

F

F

F - St

Easy

Easy

Easy

- Tree root @ 0.2mbgl



CLAY, medium to high plasticity, orangemottled grey and red, trace fine to coarsegrained sand, trace fine grained gravelwith rootlets.


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


96.5

96.0

95.5

95.0

RL

(m)

Dep

th (

m)

0.5

1.0

1.5

2.0


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

Brandon Park


4300.200

Ryman's Healthcare

Easting:

Northing:

96m338851

5803026

23.6.2015

KRK

23.6.2015

CB

Hire

Kubota 4.5T

DATE COMMENCED:

DATE COMPLETED:

LOGGED BY:

CHECKED BY:


Trench Bearing:


Trench Length:

Trench Width:

Surface R.L.:

Offset:

ExcavatorEquipment:

Model:


0.5mm

1 OF 1

CLIENT:

PROJECT:

LOCATION:

JOB NUMBER:

ML

CH

CI

EX

TP21/0.1

TP21/0.4

1507040

1507041

D-M

D-M

D-M

F

F

F - St

Easy

Easy

Easy

- Tree root @ 0.2mbgl



CLAY, medium to high plasticity, orangemottled grey and red, trace fine to coarsegrained sand, trace fine grained gravelwith rootlets.



Bs

DS

DS

DS

2

2

4

5

5

4

5

10

12

12

12

17

14

11

12

>200

>200

>200

28.5

25.6 0.0 8.0

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


96.5

96.0

95.5

95.0

RL

(m)

Dep

th (

m)

0.5

1.0

1.5

2.0


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: TP21

Brandon Park


4300.200

Ryman's Healthcare

Easting:

Northing:

96m338811

5803032

23.6.2015

KRK

23.6.2015

CB

Hire

Kubota 4.5T

DATE COMMENCED:

DATE COMPLETED:

LOGGED BY:

CHECKED BY:


Trench Bearing:


Trench Length:

Trench Width:

Surface R.L.:

Offset:

ExcavatorEquipment:

Model:


0.5mm

1 OF 1

CLIENT:

PROJECT:

LOCATION:

JOB NUMBER:

ML

CH

CI

EX

TP22/0.1

TP22/0.5

D-M

D-M

D-M

F

F

F - St

Easy

Easy

Easy



CLAY, medium plasticity, yellow brownmottled grey and red, trace fine to coarsegrained sand, trace fine grained gravelwith rootlets.

- Grades to orange mottled red and yellowbrown


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


95.5

95.0

94.5

94.0

RL

(m)

Dep

th (

m)

0.5

1.0

1.5

2.0


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: TP22

Brandon Park


4300.200

Ryman's Healthcare

Easting:

Northing:

95m338825

5802999

23.6.2015

KRK

23.6.2015

CB

Hire

Kubota 4.5T

DATE COMMENCED:

DATE COMPLETED:

LOGGED BY:

CHECKED BY:


Trench Bearing:


Trench Length:

Trench Width:

Surface R.L.:

Offset:

ExcavatorEquipment:

Model:


0.5mm

1 OF 1

CLIENT:

PROJECT:

LOCATION:

JOB NUMBER:

Appendix C : NATA Laboratory Test Certificates

MOISTURE CONTENT REPORT

Customer: Tonkin & Taylor Pty Ltd Report Number: 307988 - 1

Customer Address: Ground Floor, 95 Coventry Street, Southbank VIC 3205 Report Date: 03/07/15

Project: Brandon Park Request No: 4300.1

Location: Brandon Park Test Method: AS 1289 2.1.1

Customer Order No.: Page: 1 of 2

Sample No.: 1507020 1507021 1507023 1507025 1507027 1507030 1507032 1507033 1507034

ID No.: 1 2 4 6 8 11 13 14 15

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

Date Sampled: 22/06/2015 22/06/2015 22/06/2015 22/06/2015 22/06/2015 22/06/2015 22/06/2015 22/06/2015 22/06/2015

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

Date Tested: 26/06/2015 26/06/2015 26/06/2015 26/06/2015 26/06/2015 26/06/2015 26/06/2015 26/06/2015 26/06/2015

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

Material Description: Clay Clay Clay Silt SD Clay Clay Silt SD 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 TP05 TP06 TP08 TP11 TP11 TP12

0.5m 0.7m 0.3m 0.5m 0.5m 0.5m 0.2m 0.5m 0.5m

- - - - - - - - -

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

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

Sampling Procedure: AS1289.1.2.1.6.5.4 AS1289.1.2.1.6.5.4 AS1289.1.2.1.6.5.4 AS1289.1.2.1.6.5.4 AS1289.1.2.1.6.5.4 AS1289.1.2.1.6.5.4 AS1289.1.2.1.6.5.4 AS1289.1.2.1.6.5.4 AS1289.1.2.1.6.5.4

Moisture Content (%): 26.1 19.7 19.1 8.1 23.4 27.9 24.0 30.3 28.6

Remarks:

APPROVED SIGNATORY Form No.: CG.319.001

Accredited for compliance with ISO/IEC 17025.

The results of tests, calibrations and/or measurements included in this document are traceable P Di Meglio Issue Date: 19/02/2013

to Australian/national standards. NATA Accreditation No. 12719

4300.1

Testing performed and reported at our Keysborough Laboratory

17

-

22/06/2015

Insitu

26/06/2015

AS1289.1.2.1.6.5.4

-

-

1507036

Sample Location :

-

18.5

-

TP14

am/pm

0.4m

Clay

Material Analysis

Head Office32 Fiveways BoulevardKEYSBOROUGH VIC 3173

Ph: +61 3 8796 7900

MOISTURE CONTENT REPORT




Location: Brandon Park Test Method: AS 1289 2.1.1


Sample No.: 1507037 1507038 1507039 1507040 1507041

ID No.: 18 19 20 21 22

Lot No.: - - - - -

Date Sampled: 22/06/2015 22/06/2015 22/06/2015 22/06/2015 22/06/2015

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

Date Tested: 26/06/2015 26/06/2015 26/06/2015 26/06/2015 26/06/2015

Material Source: Insitu Insitu Insitu Insitu Insitu

Material Description: Clay Clay Clay Clay Clay

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

- - - - -

TP17 TP17 TP18 TP21 TP21

0.5m 1.2m 0.5m 0.5m 1.0m

- - - - -

Layer Depth (mm): - - - - -

Test Depth (mm): - - - - -

Sampling Procedure: AS1289.1.2.1.6.5.4 AS1289.1.2.1.6.5.4 AS1289.1.2.1.6.5.4 AS1289.1.2.1.6.5.4 AS1289.1.2.1.6.5.4

Moisture Content (%): 25.8 26.4 28.0 28.5 25.6

Remarks:


Accredited for compliance with ISO/IEC 17025.

The results of tests, calibrations and/or measurements included in this document are traceable P Di Meglio Issue Date: 19/02/2013

to Australian/national standards. NATA Accreditation No. 12719

4300.1


Sample Location :


Ph: +61 3 8796 7900

CALIFORNIA BEARING RATIO REPORT




Location: Brandon Park Test Method: AS 1289.6.1.1

Customer Order No.: 4300.1 Page: 1 of 1

Sample No.:

ID No.:

Lot No.:

Date Sampled:

Time Sampled:

Date Tested:

Material Source:

Material Description:

To Be Used As:

Layer Depth (mm):

Test Depth (mm):

Sampling Procedure:

MDD (t/m3) AS1289.5.1.1 :

OMC (%) AS1289.5.1.1 :

Compactive Effort :

Nominated % MDD Compaction :

Nominated % OMC Compaction :

Achieved Density Ratio (%) :

Achieved Moisture Ratio (%) :

Test Condition (Soaked/Unsoaked) :

Test Condition Soaking Period (Days) :

Swell (%)

Surcharge (kg) :

Achieved Dry Density before Soak (t/m3) :

Dry Density after Soak (t/m3) :

Density Ratio after Soak (%) :

Moisture Content AS1289.2.1.1

Initial Moisture Content (%):

Achieved Moisture Content (%) :

Moisture Content after Soak (%) :

Moisture Content (Top) after Penetration (%) :

% retained on 19mm:

CBR Penetration (mm) :

CBR Value (%) :

Remarks: All oversize was excluded


P. Di Meglio Issue Date:

NATA Accreditation No. 12719

6.0 9.0 10.0 8.0

0 0 0 0

2.5

29.8 30.7 27.6 29.2

26.0 28.6 19.5 24.8

27.928.8

2.52.5

30.1

26.129.7

96

-338.1

96

101

Soaked

4

4.5

1.45

100

1.47

102

97

4

Standard

98

100

1.42

97

102

1.40

100

4.5

1.45

30.9

1.45

97

98

25.5 27.5

97

0.0

Soaked

4

0.0

Standard

98

Standard

98

28.0

Standard

- -

AS1289.1.2.1.6.5.4 AS1289.1.2.1.6.5.4

- -

102

Soaked Soaked

4

0.0

4.5

29.0

AS1289.1.2.1.6.5.4

TP08 TP14 TP21

19/02/2013

0.0

4.5

1.45

28.8

96

2.5

-

Insitu

0.4m 1.0m

Insitu

100

1.47

97

-

0.5m

Material Analysis

-

- -

AS1289.1.2.1.6.5.4

-

-

-

TP01

Clay

Material Analysis Material Analysis

-

Clay

22/06/2015 22/06/2015

am/pm am/pm am/pm

Clay

7/07/2015 7/07/2015

Insitu

22/06/2015

am/pm

7/07/2015

Insitu

11

22/06/2015

7/07/2015

1507041

Clay

Material Analysis

-

1

-

22

- -

-

-

1.51

Sample Location :


17

If the specimen was soaked, then an additional 1kg surcharge weight was added at the penetration stage as per AS1289.6.1.1 8(a)

1507020 1507030 1507036

1.49 1.46 1.51

-

0.5m


Ph: +61 3 8796 7900Fax: +61 3 8796 7944

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.

ATTERBERG LIMITS TEST REPORTCustomer: Tonkin & Taylor Pty Ltd Report Number: 307988 - 3

Customer Address: Report Date: 03/07/15

Project: Brandon Park CT&T Order No: 4300.1

Location: Brandon Park


Sample No.: 1507021 1507031 1507032 1507033 1507034 1507037 1507039

ID No.: 2 12 13 14 15 18 20

Lot No.: - - - - - - -

Date Sampled: 22/06/2015 22/06/2015 22/06/2015 22/06/2015 22/06/2015 22/06/2015 22/06/2015

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

Date Tested: 30/06/2015 30/06/2015 30/06/2015 30/06/2015 30/06/2015 30/06/2015 30/06/2015

Material Source: Insitu Insitu Insitu Insitu Insitu Insitu Insitu

Material Type: Clay Clay Silt SD Clay Clay Clay Clay

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

- - - - - - -

TP02 TP10 TP11 TP11 TP12 TP17 TP18

0.7m 0.5m 0.2m 0.5m 0.5m 0.5m 0.5m

- - - - - - -

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

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

Sampling Procedure: AS1289.1.2.1.6.5.4 AS1289.1.2.1.6.5.4 AS1289.1.2.1.6.5.4 AS1289.1.2.1.6.5.4 AS1289.1.2.1.6.5.4 AS1289.1.2.1.6.5.4 AS1289.1.2.1.6.5.4

Atterberg Tests

Liquid Limit Method: AS1289.3.1.2 AS1289.3.1.2 AS1289.3.1.2 AS1289.3.1.2 AS1289.3.1.2 AS1289.3.1.2 AS1289.3.1.2

Moisture Content Method: AS 1289.2.1.1 AS 1289.2.1.1 AS 1289.2.1.1 AS 1289.2.1.1 AS 1289.2.1.1 AS 1289.2.1.1 AS 1289.2.1.1

Preparation: Dry Sieved Dry Sieved Dry Sieved Dry Sieved Dry Sieved Dry Sieved Dry Sieved

Sample History Oven Dried Oven Dried Oven Dried Oven Dried Oven Dried Oven Dried Oven Dried

Liquid Limit (%): 34 58 41 59 61 64 56

Plastic Limit (%) AS 1289.3.2.1: 16 31 24 31 31 31 26

Plasticity Index AS 1289.3.3.1: 18 27 17 28 30 33 30

Linear Shrinkage (%) AS1289.3.4.1: 8.0 9.5 5.0 11.0 13.0 13.5 12.5Cracking, Curling, Crumbling (1,2,3): 1, 2 1, 2 1 1, 2 1 1, 2 1, 2

Remarks: None


P Di Meglio Form Issue Date: 19/02/2013


Sample Location :

Ground Floor, 95 Coventry Street, Southbank VIC 3205



Ph: +61 3 8796 7900Fax: +61 3 8796 7944


QUALITY OF MATERIALS REPORTCustomer: Tonkin & Taylor Pty Ltd Report Number: 307988 - 4



Location: Brandon Park Sieve Analysis Test Method: AS 1289.3.6.1


Sample No.: 1507023

ID No.: 4

Lot No.: -

Date Sampled: 22/06/2015

Time Sampled: am/pm

Date Tested: 2/07/2015

Material Source: Insitu

Material Type: Clay

To Be Used As Material Analysis

-

TP03

0.3m

-

Layer Depth (mm) -

Test Depth (mm) -

Sampling Method AS1289.1.2.1.6.5.4

Moisture Content (%) AS 1289 2.1.1 19.5

Liquid Limit (%) AS 1289.3.1.2 #VALUE!

Plastic Limit (%) AS 1289.3.2.1

Plasticity Index AS 1289.3.3.1 #VALUE!

Linear Shrinkage (%) AS 1289.3.4.1 #VALUE!

Cracking, Curling, Crumbling (1,2,3) 300mm 150mm 75.00mm 53.00mm 37.50mm 26.50mm 19.00mm 13.2mm 9.50mm 6.70mm 4.75mm 2.36mm 1.18mm 0.600mm 0.425mm 0.300mm 0.150mm 0.075mm

P.I. x % Passing 0.425mm #VALUE! 100 99 99 99 99 98 96 94 90 87 84 81 75 65 63

L.S. x % Passing 0.425mm #VALUE!

Ratio of % Passing (0.075/0.425) 0.78 USC Grading Specification:

Remarks:

APPROVED SIGNATORY Form No: CG.329.002

P Di Meglio Issue Date: 19/02/2013


4300.1


Sample Location :

Soil Classification in accordance with Unified Soil Classification Laboratory Identification Procedure AS1726 Table A1 (1993) - Appendix A, Section A

0

10

20

30

40

50

60

70

80

90

100

0.01 0.1 1 10 100

Pe

rce

nta

ge

Pa

ss

ing

Sieve Size (mm)

SIEVE ANALYSIS GRAPH


Ph: +61 3 8796 7900Fax: +61 3 8796 7944







Sample No.: 1507025

ID No.: 6

Lot No.: -


Time Sampled: am/pm



Material Type: Silt SD


-

TP05

0.5m

-

Layer Depth (mm) -

Test Depth (mm) -








P.I. x % Passing 0.425mm #VALUE! 100 100 99 98 97 91 82 64 42 38



Remarks:




4300.1


Sample Location :


0

10

20

30

40

50

60

70

80

90

100

0.01 0.1 1 10 100

Pe

rce

nta

ge

Pa

ss

ing

Sieve Size (mm)



Ph: +61 3 8796 7900Fax: +61 3 8796 7944







Sample No.: 1507027

ID No.: 8

Lot No.: -


Time Sampled: am/pm



Material Type: Clay


-

TP06

0.5m

-

Layer Depth (mm) -

Test Depth (mm) -








P.I. x % Passing 0.425mm #VALUE! 100 98 97 93 90 87 84 77 68 66



Remarks:




4300.1


Sample Location :


0

10

20

30

40

50

60

70

80

90

100

0.01 0.1 1 10 100

Pe

rce

nta

ge

Pa

ss

ing

Sieve Size (mm)



Ph: +61 3 8796 7900Fax: +61 3 8796 7944


EMERSON CLASS NUMBERCustomer: Tonkin & Taylor Pty Ltd Report Number: 307988 - 5


Project: Brandon Park Request No: 4300



Sample No.:

ID No.:

Lot No.:

Date Sampled:

Time Sampled:

Date Tested:

Material Source:


To Be Used As

Layer Depth (mm):

Test Depth (mm):

Sampling Procedure:

Distilled Water:

Reservoir Water:

Water Temperature:

Air Dried Crumbs:

Start Time:

Time Dispersion Commences:

Time Dispersion Completed:

Remoulded Material:

Start Time:



Immersion of Air Dried Crumbs:

Slakes:

Swell:

Complete Dispersion:

Partial Dispersion:

Immersion of Remoulded Material:

Disperses:

Calcite or Gypsum:

Present:

Vigorous Shaking:

Disperses:

Flocculates:

Emerson Class Number:CBR Value (%) :

Remarks: None


P Di Meglio Issue Date:


5 5 5 6

8:47:00 AM

-

-

8:19:00 AM

-

-

8:18:00 AM

-

-

8:44:00 AM

-

--

-

19 º C

8:17:00 AM

8:40:00 AM

-

-

8:38:00 AM

-

-

8:16:00 AM

-

-

19 º C 19 º C 19 º C

AS1289.1.2.1.6.5.4

- -

- -

AS1289.1.2.1.6.5.4 AS1289.1.2.1.6.5.4

19/02/2013

0.5m 1.0m

- - -

- -

TP08 TP17 TP21

Clay Clay

Material Analysis Material Analysis Material Analysis

29/06/2015 29/06/2015

Insitu Insitu Insitu

am/pm am/pm am/pm

18 22

- - -

AS1289.1.2.1.6.5.4

-

11

22/06/2015

29/06/2015

Clay

-

0.5m

-

-

TP02

0.7m

-

-

2

-

22/06/2015

am/pm

29/06/2015

1507030

Insitu

Clay

Material Analysis

-

22/06/2015 22/06/2015

Sample Location :


1507021 1507037 1507041


Ph: +61 3 8796 7900Fax: +61 3 8796 7944


CALIFORNIA BEARING RATIO REPORT



Project: Brandon Park Request No: -



Sample No.:

ID No.:

Lot No.:

Date Sampled:

Time Sampled:

Date Tested:

Material Source:


To Be Used As:

Layer Depth (mm):

Test Depth (mm):

Sampling Procedure:

MDD (t/m3) AS1289.5.1.1 :

OMC (%) AS1289.5.1.1 :

Compactive Effort :

Nominated % MDD Compaction :

Nominated % OMC Compaction :

Achieved Density Ratio (%) :

Achieved Moisture Ratio (%) :

Test Condition (Soaked/Unsoaked) :

Test Condition Soaking Period (Days) :

Swell (%)

Surcharge (kg) :

Achieved Dry Density before Soak (t/m3) :

Dry Density after Soak (t/m3) :

Density Ratio after Soak (%) :

Moisture Content AS1289.2.1.1

Initial Moisture Content (%):

Achieved Moisture Content (%) :

Moisture Content after Soak (%) :

Moisture Content (Top) after Penetration (%) :

% retained on 19mm:

CBR Penetration (mm) :

CBR Value (%) :

Remarks: All oversize was excluded


A. Catton Issue Date:


If the specimen was soaked, then an additional 1kg surcharge weight was added at the penetration stage as per AS1289.6.1.1 8(a)

1507793

1.52

0.5 - 1.5m

-

-

Sample Location :


Clay

Material Analysis

-

7

-

24/06/2015

am/pm

18/07/2015

Insitu

AS1289.1.2.1.6.5.3

-

BH06

19/02/2013

0.0

27.5

Standard

28.4

1.49

98

98

Soaked

4

99

98

100

4.5

1.50

29.9

22.6

26.9

4.0

0

2.5


Ph: +61 3 8796 7900Fax: +61 3 8796 7944


EMERSON CLASS NUMBERCustomer: Tonkin & Taylor Pty Ltd Report Number: 307988 - 7





Sample No.:

ID No.:

Lot No.:

Date Sampled:

Time Sampled:

Date Tested:

Material Source:


To Be Used As

Layer Depth (mm):

Test Depth (mm):

Sampling Procedure:

Distilled Water:

Reservoir Water:

Water Temperature:

Air Dried Crumbs:

Start Time:



Remoulded Material:

Start Time:



Immersion of Air Dried Crumbs:

Slakes:

Swell:

Complete Dispersion:

Partial Dispersion:

Immersion of Remoulded Material:

Disperses:

Calcite or Gypsum:

Present:

Vigorous Shaking:

Disperses:

Flocculates:

Emerson Class Number:CBR Value (%) :

Remarks: None


A.Catton Issue Date:


Sample Location :


1507796

Insitu

Clay

Material Analysis

-

BH08

3.0 - 3.45m

-

-

10

-

24/06/2015

am/pm

7/07/2015

AS1289.1.2.1.6.5.3

-

19/02/2013

2:31:00 PM

-

-

20 º C

2:55:00 PM

-

-

6


Ph: +61 3 8796 7900Fax: +61 3 8796 7944


ATTERBERG LIMITS TEST REPORTCustomer: Tonkin & Taylor Pty Ltd Report Number: 307988 -8

Customer Address: Report Date: 22/07/15

Project: Brandon Park CT&T Order No: -

Location: Brandon Park


Sample No.: 1507789 1507793

ID No.: 3 7

Lot No.: - -

Date Sampled: 24/06/2015 24/06/2015

Time Sampled: am/pm am/pm

Date Tested: 10/07/2015 8/07/2015

Material Source: Insitu Insitu

Material Type: Clay Clay

To Be Used As Material Analysis Material Analysis

- -

BH02 BH06

0.5 - 1.5m 0.5 - 1.5m

- -

Layer Depth (mm): - -

Test Depth (mm): - -

Sampling Procedure: AS1289.1.2.1.6.5.3 AS1289.1.2.1.6.5.3

Atterberg Tests

Liquid Limit Method: AS1289.3.1.2 AS1289.3.1.2

Moisture Content Method: AS 1289.2.1.1 AS 1289.2.1.1

Preparation: Dry Sieved Dry Sieved

Sample History Oven Dried Oven Dried

Liquid Limit (%): 59 48

Plastic Limit (%) AS 1289.3.2.1: 26 23

Plasticity Index AS 1289.3.3.1: 33 25

Linear Shrinkage (%) AS1289.3.4.1: 15.0 11.0Cracking, Curling, Crumbling (1,2,3): 1 2

Remarks: None


A. Catton Form Issue Date: 19/02/2013


Sample Location :

Ground Floor, 95 Coventry Street, Southbank VIC 3205



Ph: +61 3 8796 7900Fax: +61 3 8796 7944







Sample No.: 1507790

ID No.: 4

Lot No.: -


Time Sampled: am/pm



Material Type: Sand


-

BH02

12.0 - 12.5m

-

Layer Depth (mm) -

Test Depth (mm) -








P.I. x % Passing 0.425mm #VALUE! 100 100 90 72 41 18 16



Remarks:


A Catton Issue Date: 19/02/2013


4300.1


Sample Location :

#VALUE!


0

10

20

30

40

50

60

70

80

90

100

0.01 0.1 1 10 100

Pe

rce

nta

ge P

ass

ing

Sieve Size (mm)



Ph: +61 3 8796 7900Fax: +61 3 8796 7944







Sample No.: 1507797

ID No.: 11

Lot No.: -


Time Sampled: am/pm



Material Type: Clayey Sand


-

BH10

3.0 - 3.45m

-

Layer Depth (mm) -

Test Depth (mm) -








P.I. x % Passing 0.425mm #VALUE! 100 99 98 97 96 94 92 88 80 66 50 47



Remarks:


A Catton Issue Date: 19/02/2013


#VALUE!


Sample Location :

4300.1


0

10

20

30

40

50

60

70

80

90

100

0.01 0.1 1 10 100

Pe

rce

nta

ge P

ass

ing

Sieve Size (mm)



Ph: +61 3 8796 7900Fax: +61 3 8796 7944


Customer: Tonkin & Taylor Pty Ltd Report Number:Customer Address: Ground Floor, 95 Coventry Street, Southbank, Vic 3250 Report Date:

Project: Brandon Park Request No:

Location: Wheelers Hill Test Method:


Sample No.: 1507788 1507798

Date Tested: 21 - 23/07/2015 14 - 16/07/2015

ID No: 2 12

Sample Description: Clay

Sample Location BH01 4.0 - 4.5m BH11 0.5 - 1.0m

Date Sampled: 24/06/2015 24/06/2015

Sampled By: AAP AAP

Sampling Procedure: AS1289 1.2.1.6.5.3 AS1289 1.2.1.6.5.3

Sample Type: remoulded U63

Compaction details

Maximum Dry Density - MDD (t/m3) AS1289 5.1.1 1.57 -

Optimum Moisture Content - OMC (%) AS1289.5.1.1 : 23.0 -

Compactive Effort AS1289.5.1.1 : standard -

Oversize material retained on 19.0mm sieve (%): 0 -

Moulding details

No of layers 3 -

Length of specimen 64.2 64.4

Diameter of specimen 63.6 63.01

Length to diameter ratio ~1 : 1 ~1 : 1

Nominated % Maximum Dry Density Compaction : 95 -

Nominated % Moisture Content Compaction : 100 -

Initial Dry Density (t/m3) : 1.52 1.55

Achieved Percentage of Density Ratio (%) : 96.0 -

Initial Moisture Content (%) : 30.1 25.7

Moulded Moisture Content (%) : 22.7 -

Achieved Percentage of Moisture Ratio (%) : 97.5

Specimen details after test

Moisture content (%) 27.7 30.2

Mean effective stress (kPa) 100 75

Permeant used De-aired Water De-aired Water

Permeability (k) m/sec 1 x 10-10

2 x 10-9

Remarks:

APPROVED SIGNATORY

Form No.: CG.325.002

A.Catton Issue Date: 19/02/2013


Clay

COEFFICIENT OF PERMEABILITY

-

AS1289.6.7.3

307988 - 1023/07/2015



Ph: +61 3 8796 7900Fax: +61 3 8796 7944



Customer Address: Ground Floor, 95 Coventry street, Southbank, Vic 3250 Report Date: 20/07/2015

Project: Brandon Park CG Order No.: -

Location: Wheelers Hill Test Method: AS1289 6.4.1

Customer Order No: 4300.100 Page 1 of 4

Sample

Number

Sampling

Method & DateBorehole Depth

Sample

Size mm /

Type

Moisture

Content

(%)

Dry Density

(t/m3)

Confining

Pressure

(KPa)

Strain Rate

mm/min

% Strain at

failureFailure Mode

Max Deviator

Stress (kPa)

[σ¹ - σ³]

Remarks

1507787

AS1289

1.2.1.6.5.3

24/06/2015

BH01 1.5 - 1.95m127 x 63

U6325.2 1.58 25 0.75 2.2 - 745

Sample did not reach

failure, as Load Cell

reached its loading limit

1507791

AS1289

1.2.1.6.5.3

24/06/2015

BH04 1.5 - 2.0m127 x 63

U6322.4 1.62 25 0.75 3.3 Shear 4125

1507799

AS1289

1.2.1.6.5.3

24/06/2015

BH12 0.5 - 1.0m127 x 63

U6325 1.47 25 0.75 8.0 Shear 1520

APPROVED SIGNATORY

Form No: CG.308.000

A.Catton

Issue Date: 19/02/2013


Confined Compression



Ph: +61 3 8796 7900Fax: +61 3 8796 7944


Keyborough NATA 12719

Total Stress Triaxial Compression

Unconsolidated Undrained (Multiple Stage)

307988

1507787

15/07/2015

QU 7787

Borehole

Sample

Test Date

Test Name

ARCCApprovedALKCheckedARCC

Brandon Park

AS1289.6.4.1 - 1998

Operator

Jobfile

Site Reference

Tonkin and TaylorClient

Test Method

Database: .\SQLEXPRESS \ Chadwick

Cohesion Level(deg)Friction Angle(kPa)

0.00.0

Test Results Plots




307988

1507791

15/07/2015

QU 7791

Borehole

Sample

Test Date

Test Name


Brandon Park

AS1289.6.4.1 - 1998

Operator

Jobfile

Site Reference


Test Method



0.00.0

Test Results Plots




307988

1507799

16/07/2015

QU 7799

Borehole

Sample

Test Date

Test Name


Brandon Park

AS1289.6.4.1 - 1998

Operator

Jobfile

Site Reference


Test Method



0.00.0

Test Results Plots

Appendix D : CIRCLY Output Files

4300.100 Brandon Park.txt

CIRCLY Version 5.0r (16 March 2010)

Job Title: 4300.100 Brandon Park

Damage Factor Calculation

Assumed number of damage pulses per movement: One pulse per axle (i.e. use NROWS)

Traffic Spectrum Details:

ID: 4300.100 Title: 4300.100 Brandon Park

Load Load Movements No. ID 1 ESA75-Full 5.83E+05

Details of Load Groups:

Load Load Load Load Radius Pressure/ Exponent No. ID Category Type Ref. stress 1 ESA75-Full SA750-Full Vertical Force 92.1 0.75 0.00

Load Locations: Location Load Gear X Y Scaling Theta No. ID No. Factor 1 ESA75-Full 1 -165.0 0.0 1.00E+00 0.00 2 ESA75-Full 1 165.0 0.0 1.00E+00 0.00 3 ESA75-Full 1 1635.0 0.0 1.00E+00 0.00 4 ESA75-Full 1 1965.0 0.0 1.00E+00 0.00

Layout of result points on horizontal plane: Xmin: 0 Xmax: 200 Xdel: 5 Y: 0

Details of Layered System:

ID: 4300.100 Title: 4300.100 Brandon Park - Thin Asphalt

Layer Lower Material Isotropy Modulus P.Ratio No. i/face ID (or Ev) (or vvh) F Eh vh 1 rough 10N320 10 Iso. 1.50E+03 0.40 2 rough 14SI320-10 Iso. 1.70E+03 0.40 3 rough Gran_500 Aniso. 5.00E+02 0.35 3.70E+02 2.50E+02 0.35 4 rough Gran_300 Aniso. 3.00E+02 0.35 2.20E+02 1.50E+02 0.35 5 rough Sub_CBR5 Aniso. 5.00E+01 0.45 3.45E+01 2.50E+01 0.45

Performance Relationships: Layer Location Performance Component Perform. Perform. Traffic No. ID Constant Exponent Multiplier 1 bottom 10N320 10 ETH 0.005260 5.000 1.100 2 bottom 14SI320-10 ETH 0.004790 5.000 1.100 5 top Sub_2004 EZZ 0.009300 7.000 1.600

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

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

Results:

Layer Thickness Material Load Critical CDF No. ID ID Strain

Tuesday, 28 July 2015 15:37 Page 1

4300.100 Brandon Park.txt

1 30.00 10N320 10 ESA75-Full 2.51E-05 6.41E-32 2 80.00 14SI320-10 ESA75-Full -3.54E-04 9.45E-01 3 185.00 Gran_500 n/a n/a 4 170.00 Gran_300 n/a n/a 5 0.00 Sub_CBR5 ESA75-Full 7.29E-04 1.69E-02

Tuesday, 28 July 2015 15:37 Page 2

report - · pdf filethis report presents the findings of the geotechnical investigation and...

Documents