Geotechnical Site Investigation No 72 Junction Road

Intrax Consulting Engineers Pty Ltd

ABN: 31 106 481 252

ACN: 106 481 252

Head Office – 35 Bank Street, South Melbourne VIC 3205

P: 03 8371 0100 F: 03 8371 0199

W: www.intrax.com.au

Geotechnical Site Investigation

No 72 Junction Road

Schofields, NSW

Submitted to:

Simeon McGovern

Betop Holdings P/L

C/- Moho Developments

Level 5, 9 Help Street

Chatswood NSW 2067

Date:

Site Number:

Revision:

7/05/2018

104665

1

Commercial Report Template 1.8

7/05/2018

Document Revision: 1

Template Version: Vx

Page 1 of 14

Confidentiality

All documents are subject to the ‘Intrax Terms and Conditions’ and ‘Intrax Terms and Conditions- NAC’

documents. These documents are available on our website.

Copyright

© 2017 Intrax Consulting Engineers Pty Ltd (ABN 31 106 481 252).

This geotechnical site inspection report has been prepared expressly for the client for the sole purpose of

constructing the building described in the plans and specifications. This report is copyright to Intrax Consulting

Engineers Pty Ltd.

No part of this report shall be used for any other purpose nor by any third party without the prior written consent

of Intrax Consulting Engineers Pty Ltd. The client is defined as the person or persons named in this report or the

person or persons for whom the named building company is acting as agent.

Conditions of Use

This report is not intended for use by any other person or third party other than the named client. This report is

not to be used or quoted except as a complete document including all appendices and subject to the report

limitations as stipulated in section 6 of this document.

Direct Contact

Any questions or queries regarding this report should be directed to the Geotechnical Department, Engineering

Team on 03 8371 0100 or [email protected].

Document Template

Geotechnical Commercial Report Template Vx released 18.09.2017

Document Revision History

Date Version Author Reviewer Comments

7/05/2018 Vx.1 Prageeth

Edirisinghe Scott Emmett Site address revised

mailto:[email protected]


7/05/2018



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Table of Contents:

1. Introduction ......................................................................................................................................................... 4

2. Project and Site Description .............................................................................................................................. 4

2.1. Project Description ......................................................................................................................................................................... 4

2.2. Site Description ................................................................................................................................................................................ 4

3. Method of Investigation..................................................................................................................................... 4

3.1. Desktop Assessment ..................................................................................................................................................................... 4

3.2. Fieldwork ............................................................................................................................................................................................ 4

3.3. Laboratory Testing ......................................................................................................................................................................... 4

4. Results of Investigation ...................................................................................................................................... 5

4.1. Desktop Assessment ..................................................................................................................................................................... 5

4.2. Subsurface Conditions .................................................................................................................................................................. 5

4.2.1. Ground Water ............................................................................................................................................................................. 5

4.3. In-Situ Field Data ............................................................................................................................................................................ 6

4.4. Laboratory Data ............................................................................................................................................................................... 6

5. Discussion and Recommendations ................................................................................................................... 8

5.1. Site Reactivity – AS 2870.............................................................................................................................................................. 8

5.2. Acid Sulphate Soil Condition ..................................................................................................................................................... 9

5.3. Building Foundations .................................................................................................................................................................... 9

5.3.1. Waffle and Raft Footings ....................................................................................................................................................... 9

5.3.2. Pad and Strip Footings ........................................................................................................................................................... 9

5.3.3. Piled Foundations ..................................................................................................................................................................... 9

5.3.4. General Conditions – Foundations .................................................................................................................................. 10

5.4. Pavement Design .......................................................................................................................................................................... 10

5.4.1. Design Subgrade CBR value ............................................................................................................................................... 10

5.4.2. Design Traffic Load ................................................................................................................................................................. 10

6. Recommendation .............................................................................................................................................. 11

6.1. Flexible pavement – Access Street Level-1 ........................................................................................................................ 11

6.2. Flexible pavement – Access Street Level-2 ........................................................................................................................ 11

6.3. Type A fill .......................................................................................................................................................................................... 12

6.4. Excavation and Retention .......................................................................................................................................................... 12

6.4.1. Retention Design Parameters ............................................................................................................................................ 12

6.4.2. Site Excavation .......................................................................................................................................................................... 13

6.5. Inspections (Hold Points) ........................................................................................................................................................... 13

7. Limitations of Report ........................................................................................................................................ 14


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List of Appendices:

APPENDIX A: Site Plan and Borehole Logs

APPENDIX B: Site Photography

APPENDIX C: Laboratory Data

REFERENCED STANDARDS:

AS 1726-2017, Geotechnical site investigations, Standards Australia, Sydney, Retrieved from SAI Global

AS 2870-2011, Residential slabs and footings, Standards Australia, Sydney, Retrieved from SAI Global

AS 3798-2007, Guidelines on earthworks for commercial and residential developments, Standards Australia,

Sydney, Retrieved from SAI Global

AS 4678-2002, Earth-retaining structures, Standards Australia, Sydney, Retrieved from SAI Global

REPORT AUTHOR/S:

Mr Prageeth Edirisinghe

Geotechnical Engineer

BEng (Civil) Hons

Mr Scott Emmett

Geologist

BSc (EarthScience) Hons, MAIG

REPORT CONTACT:

Prageeth Edirisinghe

03 8371 0188

[email protected]


Geotechnical Consultants

Unit 11, 85 Mt Derrimut Road

DEER PARK, VIC, 3023

mailto:[email protected]


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1. Introduction

Intrax Consulting Engineers has completed a geotechnical investigation for the proposed subdivision

development at No 72 Junction Road Schofields NSW.

The investigation was carried out in accordance with the fee proposal Quintau 3561 commissioned by Betop

Holding P/L.

This report outlines the geotechnical site investigation carried out on 31.01 2018, 01.02 and 05.02.2018, and

subsequent laboratory testing. The report includes a site classification in accordance with AS2870-2011 and

geotechnical recommendations and design parameters for foundations, pavements, retaining walls and site

excavations.

2. Project and Site Description

2.1. Project Description

The proposed development is a single or double storey thirty-four (34) townhouse or units as outlined in the

ground layout plan by the client. It is expected that standard building materials will be used during the

construction phase. The development also contains asphalt paving access street.

2.2. Site Description

No 72 Junction Road Schofields NSW is an irregular shaped allotment covering an approximate area of 1.7

hectares. The site is located at the corner of Junction Road and Scholfields Road. The proposed development is

spreads over northern half of the block containing residential allotments. The site at the time of the investigation

was occupied with buildings and tall native trees. The ground cover consisted of bare earth and patches of native

grass.

Site conditions on the date of inspection are visible in the attached photography in Appendix B with the site

features indicated in the site plan, refer Appendix A.

3. Method of Investigation

3.1. Desktop Assessment

Geological maps from the Geological Survey of New South Wales, aerial photography and our local experienced

were used to assess the anticipated site conditions and the area geology.

3.2. Fieldwork

The fieldwork consisted of drilling a total of fifteen (15) boreholes to a maximum depth of 5.0 metres with solid

flight auger powered and NQ rock coring by a Comacchio Geo 205 Hydraulic drill rig. The approximate locations

of the boreholes are shown on the attached site plan in Appendix A. The subsurface materials were visually

classified in accordance with AS1726-2017: Geotechnical Site Investigation.

In-situ testing consisted of fifteen (15) Dynamic Cone Penetrometer (DCP) tests were conducted adjacent to each

borehole.

TWENTY (20) selected soil samples were retrieved from the substrata for further laboratory testing.

3.3. Laboratory Testing

Laboratory testing included ten (10) Atterberg limit tests, three (3) four days soaked CBR tests, three (3) shrink

swell index test and four (4) pH tests. Results of laboratory test are outlined in section 4 and detailed in Appendix

C.


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4. Results of Investigation

4.1. Desktop Assessment

Investigation of geological maps from the Geological survey of New South Wales has identified the expected site

geology is Triassic aged Shale with some Sandstone bedding. This geology was consistent with the visual

identification of material on site. An extract of the local geological map is provided below.

Figure 1: Extract of local geology, Intrax GIS database (Geovic Seamless)

4.2. Subsurface Conditions

The boreholes revealed the substrata typically consisted of the following soil profile. Variation from this profile

existed across the site, refer to borehole logs in Appendix A for details.

SILT Low plasticity, sandy silt encountered in most of the bore holes as the initial layer. Silt

soils contained trace amount of gravel.

CLAY Following silt soils bore holes encountered medium plasticity, clay soils with trace

amount of gravels. Orange brown grey clay soils of initially very stiff consistency were at

wet plastic limit moisture content.

SHALE/SANDSTONE Interbedded Shale and Sandstone of highly weathered to slightly weathered

encountered within the bore hole following residual clay soils

4.2.1. Ground Water

Groundwater was not intersected at a depth of 5.0 metres during borehole drilling.

Substrata conditions encountered are such that infiltration and occurrence of perched water at the interface

between different material layers should not be disregarded. Any site excavation should take note of this.


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4.3. In-Situ Field Data

DCP testing indicates results are provided in the table below, which shows blows per 100mm of penetration.

Details of in-situ field tests are outlined in the borehole logs, refer Appendix A.

Table 1: DCP - Blows per 100mm of penetration

Depth

(mm)

0-1

00

10

0-2

00

20

0-3

00

30

0-4

00

40

0-5

00

50

0-6

00

60

0-7

00

70

0-8

00

BH-1 11 15 12 7 8 8 9 9

BH-2 9 11 15 17 >20R

BH-3 12 10 10 9 5 4 5 5

BH-4 10 16 13 12 12 14 15 >20R

BH-5 3 4 4 3 2 3 5 6

BH-6 9 11 13 14 15 15 15 16

BH-7 8 10 12 15 12 14 >20R

BH-8 7 7 9 11 12 13 13 15

BH-9 4 6 9 12 10 7 7 8

BH-10 4 5 6 7 8 8 9 9

BH-11 6 7 8 10 11 11 12 13

BH-12 8 10 13 14 18 >20

BH-13 15 8 7 10 11 12 12 12

BH-14 14 7 6 5 4 3 3 3

BH-15 9 8 7 7 8 9 10 10

Legend

Sandy Silt Clay

4.4. Laboratory Data

Selected samples where provided to the NATA accredited Maccquarie Geotech (NSW) and Intrax laboratory and

ALS Environmental for testing. Laboratory reports are provided within Appendix C of this report, with a summary

of results provided within herein.

Three (3) samples were obtained to determine the laboratory soaked CBR’s. The result of testing this material

indicates a soaked CBR value of 2.5% and 4.5%. A summary of CBR laboratory test results is provided in the table

below.


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Table 2: CBR laboratory test result summary

Sample

Location

Sample

Depth

Optimum

Moisture

Content (%)

Field

Moisture

Content (%)

Moisture

Content

Upper 30mm

(%)

Swell %

after

soaking (%)

CBR

Value (%)

BH-01 - 15.0 30.1 23.8 5.9 2.5

BH-10 - 15.6 27.9 20.6 5.7 2.5

BH-13 - 16.0 24.8 20.3 2.5 4.5

Ten (10) Atterberg limits tests were carried out on selected disturbed samples. The results of this testing is as

follows:

Table 3: Atterberg limit test result summary

Sample

Location Sample Depth

Plastic Limit

%

Liquid Limit

%

Plasticity Index

%

Linear

Shrinkage

%

BH-3

500mm 18 55 37 15.6

1000mm 18 50 32 15.6

BH-4

500mm 19 55 36 6.4

1000mm 15 31 16 8.8

BH-6

500mm 19 55 36 17.2

1000mm 18 44 26 12.4

BH-8

500mm 19 52 33 8.8

1000mm 15 35 20 10.4

BH-9

500mm 18 50 32 13.6

1000mm 23 64 41 17.2

Selected ten (10) samples from rock coring were subjected to point load test to estimate compressive strength of

the rock. Below table illustrates results of point load test:

Table 4: Point load test result summary

Sample Location Sample Depth Material

Description

Point Load Index (Is50) MPa

Diametral Axial

BH-11

3.2m Sandstone 0.12 0.20


BH-12 2.7m Sandstone 0.38 1.06


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BH-13



BH-14



Bh-15



Three (3) Shrink-Swell Index tests were carried out on undisturbed 50mm thin walled push tube samples. The test

results are summarised in the table below.

Table 5: Shrink swell index test result summary

Sample

Location Sample Depth

Moisture

Content (%) Shrink (%) Swell (%)

Shrink-Swell

Index, Iss (%)

BH-3 500mm 14.9-16.3 2.99 3.60 2.7

BH-4 500mm 17.9-18.6 3.14 0.80 2.0

BH-5 500mm 20.5-21.3 3.83 3.04 3.0

ASS careening test was carried out for selected four (4) disturbed samples during auger drilling. These samples

were tested at NATA accredited ALS Environmental laboratory. A summary of the test is highlighted below:

Table 6: ASS test result summary

Sample

Location

Sample Depth Material

Description

pHF pHFOX pHF- pHFOX

BH-1

BH-1

500mm Clay 5.4 4.9 0.5

1000mm Clay 5.5 5.0 0.5

BH-2

BH-2

500mm Clay 6.2 5.1 1.1

1000mm Clay 7.8 7.0 0.8

5. Discussion and Recommendations

5.1. Site Reactivity – AS 2870

After considering the area geology, the soil profile encountered in the bores, and the climatic zone of the area,

this site has been classified as CLASS P with respect to foundation construction (Australian Standard 2870-2011

Residential Slabs and Footings) due to prevailing abnormal moisture condition caused by trees and recently

removed structures. It is anticipated that the seasonal surface movement under normal moisture conditions at

this site will not exceed 40mm. Note that, this classification is only applicable to Class 1 and 10a structures in


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accordance with the Building Code of Australia, for other structures this classification should be used as a guide

only.

5.2. Acid Sulphate Soil Condition

Based on ASS screening test conducted on the samples retrieved from auger drilling it is established that this site

is unlikely to be acid sulphate soil.

5.3. Building Foundations

5.3.1. Waffle and Raft Footings

It is recommended that the foundation system be designed by engineering principles. (AS 2870 - 2011 Cl 1.4). We

recommend that the designing engineer refer to AS2870 - 2011 to ensure design compliance to this document,

especially Sections 1.3 “Performance of Footing Systems” and “Design Considerations”.

Based on the site classification an engineer designed foundation systems is required at this site. The foundation

systems must be designed to cater for the potential movements associated with the drying effects of a tree or a

group of trees. The designer may adopt the classification of the site soil “Class M” for the purposes of

determining the total Yt. The designer should also pay close to attention to any adverse scenario where the tree

will be removed and the subsequent heave that could be expected under this scenario.

The designer should refer to AS2870-2011 Appendix H for further guidance.

In addition to above recommendation the design should also consider the surface movement caused by drying

effect of existing building founded on ventilated footing system and elevated moisture condition due to slab on

ground and similar (paving).

Allowable bearing pressures provided in section 5.3.2 for strip footings can be adopted for load bearing ribs on

waffle/raft foundations.

5.3.2. Pad and Strip Footings

An engineer design Pad and strip footings are an appropriate footing arrangement for the proposed structure.

Based on the site investigation, pad and strip footings founded at least 100mm into the naturally occurring Clay

as described in the logs of boring can be assumed to have an allowable bearing pressure of 140kPa and 120kPa

respectively.

As a guide, with regard to the above along with information obtained from the bores, the founding depths of

shallow foundations at this site will be up to 600mm below the existing surface.

Based on the site investigation, pad and strip footings founded at least a minimum of 500mm into the naturally

occurring Clay as described in the logs of boring can be assumed to have allowable bearing pressures of 180kPa

for pad footings and 150kPa for strip footings.

Pad and strip footings founded 100mm minimum into extremely weathered shale/sandstone may adopt an

allowable end bearing pressure of 550kPa.

The allowable bearing capacity values provided in this report are maximum values without further geotechnical

investigation or detailed analysis of foundation design.

5.3.3. Piled Foundations

If bored piers are used for proposed development, must be designed by a qualified structural engineer

considering the prevailing abnormal moisture conditions on site. The design engineer may adopt following

bearing pressures listed in the table below.


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Table 7: Pile foundation bearing pressures

Material Type Embedded depth below

surface level

Allowable end bearing

pressure (kPa)

Allowable Skin Friction

(kPa)

Clay soils 1500mm 250 20

Extremely Low Strength

Shale/Sandstone

2000mm 800 60

Low strength

Shale/Sandstone

+3000mm 1100 100

The allowable bearing capacity values provided in this report are maximum values without further geotechnical

investigation or detailed analysis of foundation designs.

5.3.4. General Conditions – Foundations

Where footings are founded in different soil groups (especially reactive and non-reactive soils), the designer

should provide articulation for the structure to accommodate to for potential damages which could be caused by

differential movement of the soil due to seasonal moisture variation.

Note it is our preference that the design engineer adopt the same founding material across the structure where

possible.

After excavation for the footings has been completed if there is any doubt as to the bearing capacity of the

founding soil, then Intrax should be contacted and an inspection of the sites founding conditions carried out.

Foundations proposed for founding in and on existing fill, if any, then the fill must be stripped and the surface of

the natural soil must be compacted with the soil in a moist condition. Stripped or imported fill meeting the

minimum suitability requirements of section 4 of AS3798 must be placed at minimum 150mm uncompacted

layers and each layer shall be compacted to minimum 98% dry density ratio at moisture contents between 90%

and 110% of the optimum moisture content. Following the above ground preparation, an allowable bearing

pressure of 80kPa can be assumed at 200mm below the compacted surface. Should additional filling depths

exceed 1.0m it is recommended that a specification for earthworks be prepared.

5.4. Pavement Design

5.4.1. Design Subgrade CBR value

It is understood that boxed pavement construction method is to be adopted for the proposed pavement. It is

anticipated that subgrade will comprise of either naturally occurring clay soils. Based on CBR test results within

existing subgrade material a Design CBR values of 2.5% for natural occurring clay soils is considered appropriate

for this site.

5.4.2. Design Traffic Load

The following design traffic loading parameters have been used based upon the information (traffic loading)

provided by the client and anticipated data to provide traffic loading which Intrax deemed satisfactory for

expected road types.

Table 8: Design traffic load

Road Type

Access Street-level 1 Access street-level 2

AADT (vehicles per day) 300 800


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DF- Directional factor 0.5 0.5

%HV- Heavy Vehicle % 3.0% 3.5%

LDF- Lane directional factor 1 1

R- Annual growth rate (%) 1.0% 1.5%

P- Design life 20 20

CGF- cumulative growth factor 22.02 23.12

NHVAG – average number of axle groups per

heavy vehicle

2.1 2.2

NDT – Cumulative heavy axle groups 1.0 x 105 5 x 105

ESAs/HVAG 0.2 0.25

DESA- design number of equivalent standard

axles

2.0 x 104 1.2 x 105

6. Recommendation

6.1. Flexible pavement – Access Street Level-1

Table 9: Pavement design Access Street level-1

Thickness Material type Overall depth (mm)

Wearing Course (25mm) AC 10 25mm

Base Course (25mm) AC 10 50mm

Single coat hot bitumen seal

Base (140mm thick) Class 2, Fine Crushed Rock 20mmCompacted to not

less than 98% of AS 1289, 5.2.1 (Modified

Compaction)- DGB20

190mm

Sub Base (100mm thick) Class 3, Crushed Rock 20mm Compacted to not less

than 98% of AS 1289, 5.2.1

290mm

Capping Layer (150mm) Type A fill- refer section 6.5 for further details 440mm

Sub Grade Naturally occurring clay soils- Design CBR=2.5%

6.2. Flexible pavement – Access Street Level-2

Table 10: Pavement design Access Street level-2

Thickness Material type Overall depth (mm)

Wearing Course (25mm) AC 10 25mm


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Base Course (25mm) AC 10 50mm

Single coat hot bitumen seal

Base (140mm thick) Class 2, Fine Crushed Rock 20mmCompacted to not

less than 98% of AS 1289, 5.2.1 (Modified

Compaction)- DGB20

190mm

Sub Base (140mm thick Class 3, Crushed Rock 20mm Compacted to not less

than 98% of AS 1289, 5.2.1

330mm

Capping Layer (150mm) Type A fill- refer section 6.5 for further details 480mm

Sub Grade Naturally occurring clay soils- Design CBR=2.5%

6.3. Type A fill

Table 11: Type A fill specification

Physical Properties Limits of grading (% passing)

after compaction sieve size AS

Plasticity

index * %

passing

0.425mm

after

compaction

(max.)

Plasticity

index (max)

after

compaction

CBR

(min)

(%)

Swell

(max) (%)

Permeability

(max) m/s 75mm 4.75mm 0.075mm

1000 6-25

10 ≤1.5 5x10-9 100 40-80 10-40

6.4. Excavation and Retention

6.4.1. Retention Design Parameters

The following parameters established from Rankine’s theory would be valid in the design of a retention system.

These values assume that the soil being retained/supported has horizontal surface.

Table 12: Geotechnical soil and retention design parameters

Material

Description

Unit

weight

(kN/m3)

Cu

(kPa)

Friction

angle (°) Ka# Kp# Ko#

Fill 18 - 28 0.36 2.56 0.53

Clay 17 60 26 0.39 2.56 0.56

Shale/Sandstone (XW) 22 120 32 0.31 3.25 0.47

Shale/Sandstone (MW-SW) 24 200 36 0.26 3.85 0.41

*Approximate depth based on borehole logs completed during geotechnical investigation


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#Ka, Kp and Ko are the active, passive and at-rest earth pressure coefficients.

Allowable bearing pressures given under 5.3 are relevant for foundation loading.

The above parameters assume that the level of the water table is below the bottom of the excavation by the use

of adequate drainage and that any adjacent surcharge loads are superimposed.

6.4.2. Site Excavation

It is anticipated that a minimum site excavation will require for proposed development. Sewer installation will

require to excavate through fill, naturally occurring clay soils and shale/sandstone. Excavation through fill, residual

clay and extremely weathered shale/sandstone can be readily achievable by a conventional backhoes excavator

with minimum effort. However, based on observation made during rock coring along with previous experiences

of this office, excavation through moderately weathered to higher strength rock will require specialise excavation

techniques. Rock ripping, breaking equipment and some blasting may require excavating through moderately

weathered or higher strength rock.

Any bulk excavation on site should be completed using short term batter angles provided in the table below.

Vertical excavation through clay soils and extremely weathered Shale/Sandstone will remain stable for several

days (maximum up to 7days) depending on site weather conditions. Vertical excavation beyond 1.5m in height is

not allowed within a limited access availability and personal access is required frequently.

Slightly weathered Shale/Sandstone or higher strength rock is self-supporting material hence vertical excavation

through the rock (SW and higher strength) will not require battering or shoring. However, based on observation

made by core boxes highly fractured zones are presented within SW or higher strength rock must require

temporary shoring or propping during construction. There fractures zone can be stabilised by a layer of shotcrete.

Table 13: Safe batter angles

Material Description

Safe Batter Angles Vertical Cut

Peroid Short Term Long Term

Clay 55 35 7

XW Shale/Sandstone 75 55 14

SW Shale/Sandstone or higher strength - 90 -

6.5. Inspections (Hold Points)

Intrax must be engaged at the following stages:

1. In the event soil conditions encountered differ significantly from those described within this report.

2. If project design is altered significantly from drawings reviewed and outlined or project described within

this report

Intrax should be engaged at the following stages:

1. To confirm safe batter angles and excavation construction during construction.

2. To confirm founding materials and allowable bearing pressures.

3. To approve subgrade soil of pavement.


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7. Limitations of Report

1. The recommendations in this report are based on the following:

a. Information about the site & its history, proposed site treatment and building type conveyed to

us by the client and or their agent

b. Professional judgements and opinions using the most recent information in soil testing practice

that is available to us.

c. The location of our test sites and the information gained from this and other investigations.

Should the client or their agent neglect to supply us with correct or relevant information,

including information about previous buildings, trees or past activities on the site, or should

changes be made to the building type, size and or/position, this report may be made obsolete,

irrelevant or unsuitable. In such cases, Intrax will not accept any liability for the consequences

and Intrax reserves the right to make an additional charge if more testing or a change to the

report is necessary.

2. The recommendations made in this report may need to be reviewed should any site works disturb any

soil 200mm below the proposed founding depth.

3. The descriptions of the soils encountered in the boreholes follow those outlined in AS1726-2017;

Geotechnical Site Investigations. Colour descriptions can vary with soil moisture content and individual

interpretation.

4. If the site conditions at the time of construction differ from those described in this report then Intrax

must be contacted so a site inspection can be carried out prior to any footing being poured. The

owner/builder will be responsible for any fees associated with this additional work.

5. This report assumes that the soil profile observed in the boreholes are representative of the entire site.

If the soil profile and site conditions appear to differ substantially from those reported herein, then

Intrax should be contacted immediately and this report may need to be reviewed and amended where

appropriate. The owner/builder will be responsible for any fees associated with this additional work.

6. The user of this report must take into account the following limitations. Soil and drilling depths are

given to a tolerance of +/- 200mm.

It must be understood and a condition of acceptance of this report is that whilst every effort is made to

identify fill material across the site, difficulties exist in determining fill material, in particular, for example,

well compacted site or area derived fill, when utilising a small diameter auger. Consequently Intrax

emphasises that we will not be responsible for any financial losses, consequential or otherwise, that may

occur as a result of not accurately determining the fill profile across the site.

7. Finally, no responsibility will be taken for this report if it is altered in any way or is not reproduced in full.


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APPENDIX A

Site Plan and Borehole Logs

Client:

Project:

Drawing: Ver.Project No.

Date:

Sheets:

Scale (A4):

CivilForensicHydraulicStructuralSurveyingResidentialGeotechnicalBuilding Services

C This drawing is copyright to Intrax Consulting Engineers, no part of this drawing shall be used for any other purpose without the prior written consent of Intrax Consulting Engineers.

35 Bank Street South MelbourneVIC 3205 03 8371 0100

Geelong 03 5221 8282New South Wales 02 4869 5666Queensland 07 3813 5617South Australia 08 8165 0122

A.B.N. 31 106 481 252www.intrax.com.au

EngineeringConfidence

Not to scale

1

1

No 72 Junction Road Schofields

Betop Holdings P/L

Site Plan 104665

26.02.2018

22

Intrax Consulting Engineers Pty Ltd V 1.2 7/05/2018

Borehole Log: Sheet:

Client: Drill Rig:

Project: Logged:

Location: Date:

Met

ho

d

Mo

istu

re

Co

nsi

sten

cy /

Den

sity

MA- sandy SILT: low plasticity, grey brown >PL St Residual DCP 11

V fine grain sand, trace gravel, root material 15

CLAY: medium plasticity >PL VSt 12

orange brown grey 7trace gravel 8

0.50 8

9

9

1.00

1.50silty GRAVEL ( extremely weathered SHALE): D D Extremely weathered Shale

grey

2.00

End of test refusal on ShaleNo ground water encountered

2.50

3.00

3.50

4.00

4.50

5.00

XW

BH1

Christie Engineering

AW

05.02.2018

1 of 1

Betop Holdings P/L

No 72 Junction Road Schofields Nsw

Refer to Plan

This borehole log is to be read in conjunction with the explanatory notes appended to the set of logs. This borehole log is not be reproduced without the full

inclusion of all explanatory notes.

Structure, Origin, Water and

Additional Observations Material Description

Dep

th (

met

res)

Sample or Field Test

So

il C

lass

ific

atio

n

ML

CI

Author: Prageeth Edirisinghe 104665- Bore Logs.xlsx 1 of 13


BH (2) Borehole Log: Sheet:

Client: Drill Rig:

Project: Logged:

Location: Date:

Met

ho

d

Mo

istu

re

Co

nsi

sten

cy /

Den

sity



15

CLAY: medium plasticity >PL VSt 17orange brown grey >20

0.50 trace gravel

1.00

1.50

silty GRAVEL ( extremely weathered SHALE): D D Extremely weathered Shalegrey

2.00

2.50

End of test refusal on Shale

No ground water encountered

3.00

3.50

4.00

4.50

5.00



XW


CI

ML

Refer to Plan 05.02.2018

Dep

th (

met

res)


So

il C

lass

ific

atio

n


Additional Observations

BH2 1 of 1

Betop Holdings P/L Christie Engineering

No 72 Junction Road Schofields Nsw AW




Client: Drill Rig:

Project: Logged:

Location: Date:

Met

ho

d

Mo

istu

re

Co

nsi

sten

cy /

Den

sity





0.50 4

5

5

1.00

1.50silty GRAVEL ( extremely weathered SHALE): D D Extremely weathered Shale

grey

2.00


2.50 No ground water encountered

3.00

3.50

4.00

4.50

5.00



XW


ML

CI


Dep

th (

met

res)


So

il C

lass

ific

atio

n



BH3 1 of 1






Client: Drill Rig:

Project: Logged:

Location: Date:

Met

ho

d

Mo

istu

re

Co

nsi

sten

cy /

Den

sity





0.50 14

15

>20

1.00

1.50

2.00

silty GRAVEL ( extremely weathered SHALE): D D Extremely weathered Shale

grey

2.50


3.00

3.50

4.00

4.50

5.00



XW


ML

CI


Dep

th (

met

res)


So

il C

lass

ific

atio

n



BH4 1 of 1






Client: Drill Rig:

Project: Logged:

Location: Date:

Met

ho

d

Mo

istu

re

Co

nsi

sten

cy /

Den

sity





0.50 3

5

6

1.00


1.50 grey

2.00

2.50



3.00

3.50

4.00

4.50

5.00



XW


CI


Dep

th (

met

res)


So

il C

lass

ific

atio

n



ML

BH5 1 of 1






Client: Drill Rig:

Project: Logged:

Location: Date:

Met

ho

d

Mo

istu

re

Co

nsi

sten

cy /

Den

sity





0.50 15

15

16

1.00

1.50 silty GRAVEL ( extremely weathered SHALE): D D Extremely weathered Shale

grey

2.00

2.50

3.00 End of test no refusal, target depth reached


3.50

4.00

4.50

5.00




ML

CI

Dep

th (

met

res)


So

il C

lass

ific

atio

n



XW

BH6 1 of 1







Client: Drill Rig:

Project: Logged:

Location: Date:

Met

ho

d

Mo

istu

re

Co

nsi

sten

cy /

Den

sity



12

15CLAY: medium plasticity >PL VSt 12

0.50 orange brown grey 14

trace gravel >20

1.00


grey

1.50

2.00

2.50



3.00

3.50

4.00

4.50

5.00




XW

ML

CI

Dep

th (

met

res)


So

il C

lass

ific

atio

n



BH7 1 of 1







Client: Drill Rig:

Project: Logged:

Location: Date:

Met

ho

d

Mo

istu

re

Co

nsi

sten

cy /

Den

sity



9

CLAY: medium plasticity >PL VSt 11orange brown grey 12

0.50 trace gravel 13

13

15


1.00

1.50

2.00

2.50



3.50

4.00

4.50

5.00



XW


CI


Dep

th (

met

res)


So

il C

lass

ific

atio

n



ML

BH8 1 of 1






Client: Drill Rig:

Project: Logged:

Location: Date:

Met

ho

d

Mo

istu

re

Co

nsi

sten

cy /

Den

sity



9

12CLAY: medium plasticity >PL VSt 10

0.50 orange brown grey 7

trace gravel 7

8

1.00


1.50

2.00

2.50



3.50

4.00

4.50

5.00




ML

CI

Dep

th (

met

res)


So

il C

lass

ific

atio

n



XW

BH9 1 of 1







Client: Drill Rig:

Project: Logged:

Location: Date:

Met

ho

d

Mo

istu

re

Co

nsi

sten

cy /

Den

sity



6

CLAY: medium plasticity >PL VSt 7orange brown grey 8

0.50 trace gravel 8

9

9

1.00 silty GRAVEL ( extremely weathered SHALE): D D Extremely weathered Shale

grey

1.50


2.00

2.50

3.00

3.50

4.00

4.50

5.00




XW

ML

CI


Dep

th (

met

res)


So

il C

lass

ific

atio

n



BH10 1 of 1






Client: Location:

Project: Coordinates:

Job Number: Surface RL:

Contractor: Datum: Logged: Date:

Drill Rig: Inclination: Checked: Date:

Met

ho

d

Res

ista

nce

Wat

er

RL

Rec

ove

red

Gra

ph

ic L

og

So

il C

lass

ific

atio

n

Mo

istu

re

Co

nsi

sten

cy /

Den

sity

…………. CL CLAY - trace gravels (fine, sub rounded, uniform) >PL V-St…………. brown pales to grey mottled brown, medium plasticity………….………….………….………….………….………….………….………….………….

SPT - 9,14,43 = N 57 ………….………….………….oxoxox XW Extremely Weathered ROCK (SHALE) - SILT D VD clay pocketsoxoxox grey brownoxoxoxoxoxoxoxoxoxoxoxoxoxoxoxoxoxoxoxoxox

Refere next sheet for continuation

10.0

MA

- T

C

H

31.01.2018

Soil Origin & Additional Observations

COMACCHIO GEO205

1 of 3

NGL

-

BH11

Betop Holdings P/L

No 72 Junction Road

Schofields

104665

Stratacore Drilling

BH11

-

EJ

This borehole log is to be read in conjunction with the explanatory notes appended to the set of logs. This borehole log is not be reproduced without the full inclusion of all

explanatory notes.

Relatively Level

Dep

th (

m) Sample or Field Test Material Description

1.0

9.0

8.0

7.0

6.0

5.0

4.0

3.0

2.0

0.0

PE

Author: EJ 104665 - BH11 Core log.xlsx 1 of 6



Client: Location:





<VL

VL

L M H VH

EH 10

30

10

03

00

10

00

30

00

- - - - - - Thinly Laminated SHALE, brown HW- - - - - - Thinly Laminated SANDSTONE - brown 0 degrees - IS, PL, SM, CL- - - - - - Thinly Laminated SHALE, brown 0 degrees - BR, PL, SM, ST- - - - - - 0 degrees - IS, PL, SM, CL- - - - - - 0 degrees - CS, ST, RO, ST- - - - - - Thinly Laminated SANDSTONE SW- - - - - - brown 0 degrees - BR, PL, SM, ST- - - - - -- - - - - -- - - - - - 45 degrees - JT, ST, SM, CL- - - - - - Thinly Laminated SHALE 0 degrees - BR, PL, SM, ST- - - - - - dark grey 0 degrees - IS, PL, SM, CL- - - - - -- - - - - - 0 degrees - CS, ST, RO, ST- - - - - - 45 degrees - JT, ST, SM, CL- - - - - - 0 degrees - IS, PL, SM, CL- - - - - -- - - - - - 0 degrees - CS, ST, RO, ST- - - - - -- - - - - - Thinly Laminated SANDSTONE 0 degrees - BR, PL, SM, ST- - - - - - brown 0 degrees - IS, PL, SM, CL- - - - - - 0 degrees - IS, PL, SM, CL- - - - - -

End of test, Target depth reachedNo ground water encountered

NM

LC

100% 24%

0.0

10.0

6.0

7.0

3.0

4.0

5.0


Gra

ph

ic L

og

BH11

-

-

Relatively Level

EJ

PE

-

2 of 3BH11

31.01.2018

21.02.2018


104665

Stratacore Drilling

COMACCHIO GEO205

Betop Holdings P/L


explanatory notes.

Met

ho

d

Wat

er

TCR

(%

)

RQ

D (

%)

Dep

th (

m)

RL

Inferred Rock

Strength Defects & Additional Observations

Defect Spacing

(mm)

Wea

ther

ing

1.0

2.0

8.0

9.0




Client: Location:





3 of 3

EJ

PE

BH11

Betop Holdings P/L

-

-

104665


BH11

-


explanatory notes.

CORE BOX PHOTOGRAPH

Stratacore Drilling

COMACCHIO GEO205 -

31.01.2018

21.02.2018




Client: Location:





Met

ho

d

Res

ista

nce

Wat

er

RL

Rec

ove

red

Gra

ph

ic L

og

So

il C

lass

ific

atio

n

Mo

istu

re

Co

nsi

sten

cy /

Den

sity

………… CL CLAY - trace gravels (fine, sub rounded, uniform) >PL V-St………… brown pales to grey mottled brown, medium plasticity……………………………………………………………………………………oxoxox XW Extremely Weathered ROCK (SHALE) - SILT D VD clay pockets

SPT - 18, 31, 35 = N 66 oxoxox grey brownoxoxoxoxoxoxoxoxoxoxoxoxoxoxoxoxoxoxoxoxoxoxoxoxoxoxoxoxoxoxoxoxox


10.0


explanatory notes.

Relatively Level

Dep

th (


1.0

9.0

8.0

7.0

6.0

5.0

4.0

3.0

2.0

0.0

PE

1 of 3

NGL

-

BH12

Betop Holdings P/L


104665

Stratacore Drilling

BH11

-

EJ

MA

- T

C

H

31.01.2018

21.02.2018


COMACCHIO GEO205

Author: E.J 104665 - BH12 Core log.xlsx 1 of 3



Client: Location:





<VL

VL

L M H VH

EH 10

30

10

03

00

10

00

30

00

- - - - - Thinly Laminated SHALE SW 0 degrees - CS, ST, RO, ST- - - - - brown- - - - - 0 degrees - CS, ST, RO, ST- - - - - Thinly Laminated SANDSTONE- - - - - brown 0 degrees - CS, ST, RO, ST- - - - - - - - - - HW 0 degrees - IS, PL, SM, CL- - - - - Thinly Laminated SHALE- - - - - dark grey 0 degrees - IS, PL, SM, CL- - - - - - - - - - - - - - - 0 degrees - IS, PL, SM, CL (XW ROCK - - - - - seams at regular intervals)- - - - - - - - - - - - - - - Thinly Laminated SANDSTONE 0 degrees - SZ, PL, RO, CL- - - - - brown- - - - - 0 degrees - IS, PL, SM, CL

core loss- - - - - Thinly Laminated SHALE- - - - - brown grey- - - - - SW 0 degrees - IS, PL, SM, CL (Clay seam 100mm)- - - - - - - - - - HW- - - - - 0 degrees - CS, ST, RO, ST- - - - - - - - - -



explanatory notes.

Met

ho

d

Wat

er

TCR

(%

)

RQ

D (

%)

Dep

th (

m)

RL

Inferred Rock


Defect Spacing

(mm)

Wea

ther

ing

1.0

2.0

8.0

2 of 3BH12

31.01.2018

21.02.2018


104665

Stratacore Drilling

COMACCHIO GEO205

Betop Holdings P/L BH12

-

-

Relatively Level

EJ

PE

-

98% 16%


Gra

ph

ic L

og

NM

LC

0.0

10.0

6.0

7.0

3.0

4.0

5.0

9.0




Client: Location:




Drill Rig: Inclination: Checked: Date:-


explanatory notes.

CORE BOX PHOTOGRAPH

Stratacore Drilling

COMACCHIO GEO205 -

31.01.2018

21.02.2018

3 of 3

EJ

PE

BH12

Betop Holdings P/L

-

-

104665


BH12

-




Client: Location:





Met

ho

d

Res

ista

nce

Wat

er

RL

Rec

ove

red

Gra

ph

ic L

og

So

il C

lass

ific

atio

n

Mo

istu

re

Co

nsi

sten

cy /

Den

sity

……….. CL CLAY - trace gravels (fine, sub rounded, uniform) >PL V-St………… brown pales to grey mottled brown, medium plasticity………………………………………………………………………………………………

SPT - 4, 6, 9 = N 15 ……………………………………………………oxoxox XW Extremely Weathered ROCK (SHALE) - SILT D VD clay pocketsoxoxox grey brownoxoxoxoxoxoxoxoxox

SPT - 6,32,35 = N 67 oxoxoxoxoxoxoxoxoxoxoxoxoxoxoxoxoxoxoxoxox


10.0

MA

- T

C

H

01.02.2018

21.02.2018


COMACCHIO GEO205

1 of 3

NGL

-

BH13

Betop Holdings P/L


104665

Stratacore Drilling

BH13

-

EJ


explanatory notes.

Relatively Level

Dep

th (


1.0

9.0

8.0

7.0

6.0

5.0

4.0

3.0

2.0

0.0

PE

Author: Joseph McPherson 104665 - BH13 Core log.xlsx 1 of 3



Client: Location:





<VL

VL

L M H VH

EH 10 30 100

300

1000

3000

CORE LOSS

- - - - - Thinly Laminated SHALE HW- - - - - grey 0 degrees - CS, ST, RO, ST- - - - -- - - - - 0 degrees - CS, ST, RO, ST- - - - - Thinly Laminated SANDSTONE- - - - - brown- - - - -- - - - - Thinly Laminated SHALE- - - - - brown- - - - - 0 degrees - SZ, PL, RO, CL- - - - -- - - - - dark grey- - - - - 45 degrees - JT, ST, SM, CL- - - - -- - - - -- - - - -- - - - -- - - - - SW 0 degrees - IS, PL, SM, CL - - - - - (XW rock seams at regular intervals)


10.0

6.0

7.0

3.0

4.0

5.0

NM

LC

86% 22%

Material Description G

rap

hic

Lo

g

0.0

2 of 3BH13

01.02.2018

21.02.2018


104665

Stratacore Drilling

COMACCHIO GEO205


-

-

Relatively Level

EJ

PE

-


explanatory notes.

Met

ho

d

Wat

er

TCR

(%

)

RQ

D (

%)

Dep

th (

m)

RL

Inferred Rock


Defect Spacing

(mm)

Wea

ther

ing

1.0

2.0

8.0

9.0




Client: Location:





3 of 3

EJ

PE

BH13

Betop Holdings P/L

-

-

104665


BH13

-


explanatory notes.

CORE BOX PHOTOGRAPH

Stratacore Drilling

COMACCHIO GEO205 -

31.01.2018

21.02.2018




Client: Location:





Met

ho

d

Res

ista

nce

Wat

er

RL

Rec

ove

red

Gra

ph

ic L

og

So

il C

lass

ific

atio

n

Mo

istu

re

Co

nsi

sten

cy /

Den

sity

……….. CL CLAY - trace gravels (fine, sub rounded, uniform) >PL V-St………… brown pales to grey mottled brown, medium plasticity………………………………………………………………………………………………

SPT - 3, 9, 18 = N 27 ……………………………………………………oxoxox XW Extremely Weathered ROCK (SHALE) - SILT D VD clay pocketsoxoxox grey brownoxoxoxoxoxoxoxoxoxoxoxoxoxoxoxoxoxoxoxoxoxoxoxoxoxoxoxoxoxoxoxoxox


10.0


explanatory notes.

Relatively Level

Dep

th (


1.0

9.0

8.0

7.0

6.0

5.0

4.0

3.0

2.0

0.0

PE

1 of 3

NGL

-

BH14

Betop Holdings P/L


104665

Stratacore Drilling

BH14

-

EJ

MA

- T

C

H

01.02.2018

21.02.2018


COMACCHIO GEO205




Client: Location:





<VL

VL

L M H VH

EH 10

30

10

03

00

10

00

30

00

…………

- - - - - Thinly Laminated SANDSTONE HW 0 degrees - CS, ST, RO, ST- - - - - brown- - - - - 0 degrees - IS, PL, SM, CL- - - - - - - - - - 0 degrees - JT, ST, SM, CL- - - - - Thinly Laminated SHALE- - - - - grey- - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - 0 degrees - CS, ST, RO, ST- - - - - - - - - - - - - - - - - - - - - - - - - - - - - -

End of test, Target depth reachedEnd of test, Target depth reachedNo ground water encounteredNo ground water encountered


explanatory notes.

Met

ho

d

Wat

er

TCR

(%

)

RQ

D (

%)

Dep

th (

m)

RL

Inferred Rock


Defect Spacing

(mm)

Wea

ther

ing

1.0

2.0

8.0

9.0

2 of 3BH14

01.02.2018

21.02.2018


104665

Stratacore Drilling

COMACCHIO GEO205

Betop Holdings P/L


Gra

ph

ic L

og

BH14

-

-

Relatively Level

EJ

PE

-

NM

LC

70%100%

0.0

10.0

6.0

7.0

3.0

4.0

5.0




Client: Location:






explanatory notes.

CORE BOX PHOTOGRAPH

Stratacore Drilling

COMACCHIO GEO205 -

01.02.2018

21.02.2018

3 of 3

EJ

PE

BH14

Betop Holdings P/L

-

-

104665


BH14

-




Client: Location:





Met

ho

d

Res

ista

nce

Wat

er

RL

Rec

ove

red

Gra

ph

ic L

og

So

il C

lass

ific

atio

n

Mo

istu

re

Co

nsi

sten

cy /

Den

sity

…………. CL CLAY - trace gravels (fine, sub rounded, uniform) >PL V-St…………. brown pales to grey mottled brown, medium plasticity………….………….………….………….………….………….………….………….………….

SPT - 16, 25, 32 = N 57 ………….………….………….………….………….oxoxox XW Extremely Weathered ROCK (SHALE) - SILT D VD clay pocketsoxoxox grey brownoxoxoxoxoxoxoxoxoxoxoxoxoxoxoxoxoxoxoxoxoxoxoxoxoxoxoxoxoxox


10.0


explanatory notes.

Relatively Level

Dep

th (


1.0

9.0

8.0

7.0

6.0

5.0

4.0

3.0

2.0

0.0

PE

1 of 3

-

-

BH15

Betop Holdings P/L


104665

Stratacore Drilling

BH13

-

EJ

MA

- T

C

H

01.02.2018

22.02.2018


COMACCHIO GEO205




Client: Location:





<VL

VL

L M H VH

EH 10

30

10

03

00

10

00

30

00

- - - - - - Thinly Laminated SANDSTONE HW- - - - - - brown- - - - - -- - - - - -- - - - - -- - - - - -- - - - - -- - - - - -- - - - - -- - - - - - Thinly Laminated SHALE SW 0 degrees - JT, ST, SM, CL- - - - - - grey- - - - - -- - - - - -- - - - - -- - - - - -- - - - - -- - - - - - 0 degrees - CS, ST, RO, ST- - - - - -- - - - - - 0 degrees - SS, PL, SM, CL- - - - - -- - - - - -- - - - - -- - - - - -

End of test no refusal, target depth reachedNo ground water encountered

0 degrees - CS, ST, RO, ST0 degrees - BR, PL, SM, ST0 degrees - SZ, PL, RO, CL45 degrees - JT, ST, SM, CL


explanatory notes.

Met

ho

d

Wat

er

TCR

(%

)

RQ

D (

%)

Dep

th (

m)

RL

Inferred Rock


Defect Spacing

(mm)

Wea

ther

ing

1.0

2.0

8.0

9.0

01.02.2018

22.02.2018


104665

Stratacore Drilling

COMACCHIO GEO205


-

Relatively Level

EJ

PE

NM

LC

100% 39%


Gra

ph

ic L

og

0.0

10.0

6.0

7.0

3.0

4.0

5.0




Client: Location:






explanatory notes.

CORE BOX PHOTOGRAPH

Stratacore Drilling

COMACCHIO GEO205 -

31.01.2018

22.02.2018

3 of 3

EJ

PE

BH15

Betop Holdings P/L

-

-

104665


BH15

-



DRILLING/EXCAVATION METHOD

HA Hand Auger W Washbore PT Push Tube

MA- Mechanical Auger Drilling HQ Diamond Core - 63 mm EX Excavator

-V V-Bit NMLC Diamond Core - 52 mm HAD Hollow Auger Drilling

-TC TC-Bit, e.g. ADT NQ Diamond Core - 47 mm

PENETRATION/EXCAVATION RESISTANCE

L

M

H

R Refusal or Practical Refusal. No further progress possible without the risk of damage or unacceptable wear to the digging implement or machine.

WATER

Water level at date shown Partial water loss

Water inflow Complete water loss

NO

SAMPLING AND TESTING

SPT Standard Penetration Test to AS1289.6.3.1 - 2004 DS Disturbed sample

3,6,9 N=15BDS Bulk disturbed sample

30/80mm U63

RW Penetration caused under rod weight only W Water sample

HW Penetration caused under hammer and rod weight only G Gas sample

HB Hammer bounce without penetration V pilcon shear vane (kPa)

R Refusal to test PP Pocket penetrometer (kPa)

FP Field permeability test over section noted

DCP Dynamic Cone Penetrometer Test to AS1289.6.3.2 - 1997 ES Environmental sample

DCP (p) PI Plastic Index (%)

PL Plastic Limit (%)

6 6 = blows per 100mm of penetration LL Liquid Limit (%)

MC Moisture Content (%)

CBR Californian Bearing Ration (%)

ROCK CORE RECOVERY

TCR = Total Core Recovery (%) RQD = Rock Quality Designation (%)

Dynamic Cone Penetrometer Test to AS1289.6.3.3 - 1997

Perth Sand Penetrometer

EXPLANATION OF NOTES, ABBREVIATIONS & TERMS USED ON BOREHOLE AND

TEST PIT LOGS

Low resistance. Rapid penetration possible with little effort from the equipment used.

Medium resistance. Excavation/possible at an acceptable rate with moderate effort from the equipment used

High resistance. Further penetration is possible at a slow rate and requires significant effort from the equipment

These assessments are subjective and are dependent on many factors including the equipment power, weight, condition or excavation or drilling tools, and

experience of the operator.

Ground Water Not Observed: Ground water obersvation not possible. Ground water may or may not be present

NEGround Water Not Encountered: Ground water was not evident during excavation or a short time after completion. However, groundwater could be

present in less permeable strata. Inflow may have been observed had the borehole/test pit been left open for a longer period.

3,6,9 = blows per 150mm. N = blows per final 300mm

penetration

Practical refusal, with blows and depth of penetration before

refusal occurred

Undisturbed thin wall push tube sample, nominal sample diameter

denoted in millimetres

=𝐿𝑒𝑛𝑔𝑡ℎ 𝑜𝑓 𝑐𝑜𝑟𝑒 𝑟𝑒𝑐𝑜𝑣𝑒𝑟𝑒𝑑

𝐿𝑒𝑛𝑔𝑡ℎ 𝑜𝑓 𝑐𝑜𝑟𝑒 𝑟𝑢𝑛× 100 =

σ𝐴𝑥𝑖𝑎𝑙 𝑙𝑒𝑛𝑔𝑡ℎ𝑠 𝑜𝑓 𝑐𝑜𝑟𝑒 > 100 𝑚𝑚

𝐿𝑒𝑛𝑔𝑡ℎ 𝑜𝑓 𝑐𝑜𝑟𝑒 𝑟𝑢𝑛× 100



SOIL CLASSIFICATION SYSTEM

Coarse Grained Soil Fine Grained Soils

GW Well graded gravels, gravel-sand mixtures, little or no fines ML

GP

CL, CI

GM Silty gravels, gravel-sand-silt mixtures OL Organic silts and organic silty clays of low plasticity

GC Clayey gravels, gravel-sand-clay mixtures MH Inorganic silts, micaceous or diatomaceous fine sand for silty soils

SW Well-graded sands, gravelly sands, little or no fines CH Inorganic clays of high plasticity

SP Poorly-graded sands, gravelly sand, little or no fines OH Organic clays of medium to high plasticity, organic silts

SM Silty sands, sand-silt mixtures PT Peat, humus, swamp soils with high organic contents

SC Clayey sands, sand-clay mixtures

First Letter: G = Gravel, S = Sand, M = Silt, C = Clay; Second Letter: W = Well-graded, P = Poorly-graded, M = Mixture, O = Organic, L = Low plasticity, H = High plasticity

Soils may be a combination of multiple soil classifications where borderline

Soil Sub-Division

Coarse

Medium

Fine

Coarse

Medium

Fine

0.075mm is the approximate minimum particle size discernible by eye

MOISTURE CONDITION

D Dry Sands and gravels are free flowing.

M Moist Soils are darker than in the dry condition and may feel cool. Sands and gravels tend to cohere.

W Wet Soils exude free water. Sands and gravels tend to cohere.

PL Plastic Limit

LL Liquid Limit

CONSISTENCY AND DENSITY

Fine Grained Soils Pocket Pentrometer Coarse Grained Soil

Reading (kPa) Density Index % 'N' Value

VS Very Soft Exudes between fingers when squeezed <25 VL Very Loose ≤15 0 - 4

S Soft Can be moulded by light finger pressure 20 - 50 L Loose 15 - 35 4 - 10

F Firm Can be moulded by strong finger pressure 50 - 100 MD Medium Dense 35 - 65 10 - 30

St Stiff Cannot be moulded by fingers. Can be indented by thumb 100 - 200 D Dense 65 - 85 30 - 50

VSt Very Stiff Can be indented by thumb nail 200 - 400 VD Very Dense >85 >50

H Hard Can be indented by thumb nail with difficulty >400

SECONDARY OR MINOR SOIL COMPONENTS

%Fines %Sand/gravel

≤5 ≤15

5 - 12 15 - 30

> 15 >30


TEST PIT LOGS - SOIL DESCRIPTION (AS1726 - 2017)

Inorganic silts and very fine sands, rock flour, silty or clayey fine sands

or silts with low plasticity Poorly-graded gravels, gravel-sand mixtures, little or no fines, uniform

gravels Inorganic clays of low to medium plasticity, gravelly clays, sandy clays

PARTICLE SIZE PLASTICITY CHART

Major Division Particle Size (mm)

Co

arse

Boulders >200

Cobbles 63 - 200

Gravel

20 - 63

6 - 20

2.36 - 6

Sand

0.6 - 2.36

0.2 - 0.6

0.075 - 0.2

Fin

e Silt 0.002 - 0.075

Clay < 0.002

Co

arse

Fin

e Moisture content of fine grain soils are described; as below plastic limit (<PL), near to plastic limit (=PL), above plastic limit

(>PL), near to the liquid limit (=LL), or above the liquid limit (>LL)

Designation of

components

In coarse grained soils In fine grained soils

Terminology %Accessory Coarse Fraction Terminology Terminology

Minor

'trace' clay/silt ≤15 'trace' sand/gravel 'trace' sand/gravel

'with' clay/silt 15 - 30 'with' sand/gravel 'with' sand/gravel

Secondary Prefix silty or clayey >30 Prefix sandy or gravelly Prefix sandy or gravelly



STRENGTH OF INTACT ROCK

Symbol Term

M Medium

VH Very High

EH Extremely High

Material with rock strength less than 'Very Low' are described using soil properties

DEGREE OF ROCK WEATHERING

Distinctly Weathered is to be used when it is not possible to differentiate between highly and moderately weathered.

Extremely Weathered material is to be described using soil properties

ROCK MASS PROPERTIES

DEFECT TYPES AND DESCRIPTIONS

Defect Type Defect Shape Surface Roughness Defect Coatings

BR Bedding parting PL Planar VR Very rough CL Clean

JT Joint ST Stepped RO Rough ST Stained

SR Sheared surface CR Curved SM Smooth VN Veneer

SZ Sheared zone IR Irregular PO Polished CT Coating

SS Sheared seam UN Undulating SL Slickenside

CS Crushed seam

IS Infill seam Vertical Boreholes - The dip of the defect is given from the horizontal

XS Extremely Weathered Seam Inclined Boreholes - The angle of the defect is given from the core axis


TEST PIT LOGS - ROCK DESCRIPTION (AS1726 - 2017)

Point Load Index, (Is50) MPa Field Guide to Strength

VL Very Low 0.03 ≤ Is50 < 0.1Material crumbles under firm blows with sharp end of pick; can be peeled with knife; pieces up to 30mm

thick can be broken by finger pressure

L Low 0.1 ≤ Is50 < 0.3Easily scored with knife; indentations 1mm to 3mm after firm blow with pick point; core 150mm long and

50mm diameter can be broken by hand; sharp edges of core friable

0.3 ≤ Is50 < 1.0 Readily scored with knife; core 150mm long and 50mm diameter can be broken by hand with difficulty

Residual Soil RSSoil derived from the weathering of rock; the mass structure and material fabric are no longer evident the

soil has not been significantly transported.

H High 1.0 ≤ Is50 < 3Core 150mm long and 50mm diameter cannot be broken by hand but can be broken by single firm blow of

pick; rock rings under hammer

3 ≤ Is50 < 10 Hand held specimen breaks with pick after more than one blow; rock rings under hammer

10 ≤ Is50 Specimen requires many pick blows to break intact rock, rock rings under hammer

Term Symbol Definition

Extremely Weathered XWMaterial is weathered to such an extent that it has soil properties, i.e. it either disintegrates or can be

remoulded, in water. Fabric of original rock still visible.

Highly Weathered Distinctly

Weathered

HW

DW

Rock strength is changed by weathering. The whole of the rock material is discoloured, usually by iron

staining or bleaching to the extent that the colour of the original rock is not recognizable. Some minerals

are decomposed to clay minerals. Porosity may be increased by leach, or may be decreased due to

deposition of weathering products in pores.

Moderately Weathered MWThe whole of the rock material is discoloured, usually by iron staining or bleaching to the extent that the

colour of the original rock is not recognisable, but shows little or no change of strength from fresh rock.

Slightly Weathered SW Rock is slightly discoloured but shows little or no change of strength from fresh rock

Fresh FR Rock shows no sign of decomposition or staining

TermSeparation of

Stratification PlanesTerm Description

Thinly laminated < 6mm Fragmented Primarily fragments < 20mm length and mostly of width < core diameter

Laminated 6mm to 20 mm Highly fractured Core lengths generally less than 20mm to 40mm with occasional fragments

Very thinly bedded 20mm to 60mm

Core has no fractures

Thinly bedded 60mm to 200mm Fractured Core lengths mainly 30mm to 100mm with occasional shorter and longer pieces

Medium bedded 0.2m to 0.6m Slightly fractured Core lengths generally 0.3m to 1.0m with occasional longer and shorter sections

Thickly bedded 0.6m to 2.0m

Massive < 2m Unbroken



7/05/2018



APPENDIX B

Site Photography


7/05/2018




7/05/2018




7/05/2018




7/05/2018



APPENDIX C

Laboratory Data

0 0.00 True

Environmental

CERTIFICATE OF ANALYSISWork Order : Page : 1 of 2ES1803882

:: LaboratoryClient INTRAX CONSULTING ENGINEERS Environmental Division Sydney

: :ContactContact RENAN YAOKOOB Customer Services ES

:: AddressAddress 27/1-5 Jacobs Street

Bankstown NSW, AUSTRALIA 2200

277-289 Woodpark Road Smithfield NSW Australia 2164

:Telephone 0428 963 825 :Telephone +61-2-8784 8555

:Project 104665 Date Samples Received : 05-Feb-2018 16:25

:Order number ---- Date Analysis Commenced : 09-Feb-2018

:C-O-C number ---- Issue Date : 14-Feb-2018 10:20

Sampler : AW

Site : ----

Quote number : SYBQ/286/17

4:No. of samples received

4:No. of samples analysed

This report supersedes any previous report(s) with this reference. Results apply to the sample(s) as submitted. This document shall not be reproduced, except in full.

This Certificate of Analysis contains the following information:

l General Comments

l Analytical Results

Additional information pertinent to this report will be found in the following separate attachments: Quality Control Report, QA/QC Compliance Assessment to assist with

Quality Review and Sample Receipt Notification.

SignatoriesThis document has been electronically signed by the authorized signatories below. Electronic signing is carried out in compliance with procedures specified in 21 CFR Part 11.

Signatories Accreditation CategoryPosition

Satishkumar Trivedi Acid Sulfate Soils Supervisor Brisbane Acid Sulphate Soils, Stafford, QLD

R I G H T S O L U T I O N S | R I G H T P A R T N E R

2 of 2:Page

Work Order :

:Client

ES1803882

104665:Project

INTRAX CONSULTING ENGINEERS

General Comments

The analytical procedures used by the Environmental Division have been developed from established internationally recognized procedures such as those published by the USEPA, APHA, AS and NEPM. In house

developed procedures are employed in the absence of documented standards or by client request.

Where moisture determination has been performed, results are reported on a dry weight basis.

Where a reported less than (<) result is higher than the LOR, this may be due to primary sample extract/digestate dilution and/or insufficient sample for analysis.

Where the LOR of a reported result differs from standard LOR, this may be due to high moisture content, insufficient sample (reduced weight employed) or matrix interference.

When sampling time information is not provided by the client, sampling dates are shown without a time component. In these instances, the time component has been assumed by the laboratory for processing

purposes.

Where a result is required to meet compliance limits the associated uncertainty must be considered. Refer to the ALS Contact for details.

CAS Number = CAS registry number from database maintained by Chemical Abstracts Services. The Chemical Abstracts Service is a division of the American Chemical Society.

LOR = Limit of reporting

^ = This result is computed from individual analyte detections at or above the level of reporting

ø = ALS is not NATA accredited for these tests.

~ = Indicates an estimated value.

Key :

ASS: EA037 (Rapid Field and F(ox) screening): pH F(ox) Reaction Rate: 1 - Slight; 2 - Moderate; 3 - Strong; 4 - Extremel

EA037 ASS Field Screening: NATA accreditation does not cover performance of this service.l

Analytical Results

----BH4- 1000BH4- 500BH1- 1000BH1- 500Client sample IDSub-Matrix: SOIL

(Matrix: SOIL)

----01-Feb-2018 00:0001-Feb-2018 00:0001-Feb-2018 00:0001-Feb-2018 00:00Client sampling date / time

--------ES1803882-004ES1803882-003ES1803882-002ES1803882-001UnitLORCAS NumberCompound

Result Result Result Result ----

EA002 : pH (Soils)

5.3 5.1 5.5 6.4 ----pH Unit0.1----pH Value

EA037: Ass Field Screening Analysis

5.4ø 5.5 6.2 7.8 ----pH Unit0.1----pH (F)

4.9ø 5.0 5.1 7.0 ----pH Unit0.1----pH (Fox)

2ø 1 1 4 -----1----Reaction Rate

Client:

Project:

Job No.:

Test Procedure:

Sampling:

Preparation:

Compaction and Placement Data

Compaction Used Standard Dry Density

Maximum Dry Density t/m3 1.73 At Compaction 1.70 t/m

3 98.0 % Comp.

Optimum Moisture Content % 15.0 After Soaking t/m31.60 t/m3 92.0 % Comp.

No. of Layers 3 Moisture Content Moisture Ratio (%)

Blows per Layer 53 At Compaction % 14.8 99

Drop of Rammer mm 300 After Soaking % 24.7 165

Mass of Rammer kg 2.7 After Penetration (Top 30mm) % 30.1 201

Surcharge Used kg 4.5 After Penetration (Entire Depth) % 23.8 158

% Ret. 19mm Sieve 0 Swell After 4 Days Soaking %% 5.9

Note: material coarser than +19mm Sieve was discarded (as per test method)

California Bearing Ratio

CBR (4-day Soaked) = 2.5 % at 2.5 mm Penetration

Date:

Sampled by Client

AS1289 6.1.1 Soil strength and consolidation tests - Determination of the California Bearing Ratio of a soil - Standard laboratory method for a remoulded specimen

CALIFORNIA BEARING RATIO REPORT


Address:Suite 27/1-5, Jacobs Street, Bankstown,

NSW 2200

U8 10 Bradford Street

Alexandria NSW 2015

Prepared in accordance with the test method

Source:

Sample Description:

Report No.:

Lab No.:

AS1289 5.1.1 Soil compaction and density tests - Determination of the dry density/moisture content relationship of a soil using standard compactive effort

Geo (104665)

S18039

Silty CLAY

S30524-CBR

S30524

BH1

1/02/2018

AS1289 2.1.1 Soil moisture content tests - Determination of the moisture content of a soil - Oven drying method (standard method

Date Sampled:

Macquarie Geotechnical

Lo

ad

(K

N)

19/02/2018

Authorised Signatory:

Chris Lloyd

Penetration (mm)

NATA Accredited Laboratory Number: 14874

Notes:

0

0.1

0.2

0.3

0.4

0.5

0.6

0.7

0.8

0.00 1.00 2.00 3.00 4.00 5.00 6.00 7.00 8.00 9.00 10.00 11.00 12.00 13.00

The results of the tests, calibrations and/or measurements includedin this document are traceable to Australian/national standards.Accredited for compliance with ISO/IEC 17025. This document shallnot be reproduced, except in full.

Report Form: CBR-Rta Issue 1 - Revision A - Issue Date 1/2/12 Page1of1

Client: Source:

Project: Report No:

Job No: Lab No:

Test Procedure: AS1289.5.1.1 Determination of the dry density/moisture content relation of a soil using standard compactive effort

AS1289.2.1.1 Determination of the moisture content of a soil - Oven drying method (Standard method)

Sampling:




Alexandria NSW 2015

Maximum Dry Density (t/m3)

Optimum Moisture Content (%)

Percentage Oversize on 19mm sieve (%)

Percentage Oversize on 37.5mm sieve (%)

1.732

15.0

0

0


Date:

19/02/2018

Chris Lloyd

Intrax Consulting Engineers Pty Ltd BH1

DRY DENSITY / OPTIMUM MOISTURE CONTENT REPORT

Preparation:

Silty CLAYSuite 27/1-5, Jacobs Street, Bankstown, NSW 2200Address:

S30524-MDD

S30524

1/02/2018Date Sampled:

S18039

Sampled by Client

Geo (104665)

Sample

Description:



1.68

1.69

1.70

1.71

1.72

1.73

1.74

13.0 14.0 15.0 16.0 17.0 18.0 19.0 20.0

Stan

dar

d D

ry D

en

sity

(t/

m3

)

Moisture Content (%)

Dry Density/Moisture Content Relationship

Report Form:MDD Issue 1 - Revision F - Issue Date 25/10/15 Page1of1

Client:

Project:

Job No.:

Test Procedure:

Sampling:

Preparation:




3 98.0 % Comp.











Date:

Sampled by Client





NSW 2200


Alexandria NSW 2015


Source:

Sample Description:

Report No.:

Lab No.:


Geo (104665)

S18039

Silty CLAY

S30525-CBR

S30525

BH10

1/02/2018


Date Sampled:


Lo

ad

(K

N)

19/02/2018


Chris Lloyd

Penetration (mm)


Notes:

0

0.1

0.2

0.3

0.4

0.5

0.6

0.7

0.00 1.00 2.00 3.00 4.00 5.00 6.00 7.00 8.00 9.00 10.00 11.00 12.00 13.00



Client: Source:

Project: Report No:

Job No: Lab No:



Sampling:




Preparation:


S30525-MDD

S30525


S18039

Sampled by Client

Geo (104665)

Sample

Description:




Alexandria NSW 2015





1.785

15.6

1

0


Date:

19/02/2018

Chris Lloyd


1.73

1.74

1.75

1.76

1.77

1.78

1.79

12.0 13.0 14.0 15.0 16.0 17.0 18.0

Stan

dar

d D

ry D

en

sity

(t/

m3

)




Client:

Project:

Job No.:

Test Procedure:

Sampling:

Preparation:




3 98.0 % Comp.











Date:

Sampled by Client





NSW 2200


Alexandria NSW 2015


Source:

Sample Description:

Report No.:

Lab No.:


Geo (104665)

S18039

Silty CLAY

S30526-CBR

S30526

BH13

1/02/2018


Date Sampled:


Lo

ad

(K

N)

19/02/2018


Chris Lloyd

Penetration (mm)


Notes:

0

0.2

0.4

0.6

0.8

1

1.2

1.4

0.00 1.00 2.00 3.00 4.00 5.00 6.00 7.00 8.00 9.00 10.00 11.00 12.00 13.00



Client: Source:

Project: Report No:

Job No: Lab No:



Sampling:




Preparation:


S30526-MDD

S30526


S18039

Sampled by Client

Geo (104665)

Sample

Description:




Alexandria NSW 2015





1.812

16.0

0

0


Date:

19/02/2018

Chris Lloyd


1.76

1.77

1.78

1.79

1.80

1.81

1.82

12.0 13.0 14.0 15.0 16.0 17.0 18.0 19.0

Stan

dar

d D

ry D

en

sity

(t/

m3

)




Client:

Moisture

Content

Condition:

Project: Report No:

Job No: Date Tested:

Test Procedure: AS4133 4.1

Sampling:

Sample

NumberSample Description

Average Width

(mm)

Platen

Separation

(mm)

Failure

Load

(kN)

Point Load

Index Is(50)

(MPa)

Failure Mode

- 49.0 0.92 0.38 1

52.0 33.0 6.62 2.94 1

- 49.0 0.08 0.03 1

51.0 16.0 0.56 0.44 1

- 49.0 0.91 0.38 1

51.0 26.0 1.96 1.06 1

- 49.0 0.47 0.19 1

51.0 26.0 0.20 0.11 3

- 49.0 0.42 0.17 1

52.0 28.0 4.17 2.10 1

- 49.0 0.62 0.26 1

51.0 22.0 0.95 0.59 1

- 49.0 0.28 0.12 1

51.0 16.0 0.25 0.20 1

- 49.0 0.83 0.34 1

51.0 30.0 2.23 1.08 1

- 49.0 0.17 0.07 1

52.0 27.0 0.91 0.47 1

- 49.0 0.37 0.15 1

51.0 28.0 2.94 1.51 1

NATA Accredited Laboratory Number: 14874 Date

0.35

1.14

0.07

0.51

0.15

BH11 3.2-m

BH14 4.2-m

BH12 4.7-m

BH14 3.2-m

Diametral

0.12

0.24

U8 10 Bradford

Street

Alexandria NSW

3 - Fracture influenced by pre-existing plane, microfracture, vein or chemical alteration.

2 - Fracture along bedding.

1 - Fracture through fabric of specimen oblique to bedding, not influenced by weak planes.

Chris Lloyd

1.62


8/02/2018

Failure Modes


4 - Chip or partial fracture.

POINT LOAD STRENGTH INDEX REPORT

Storage

History:

Preparation:

BaggedSuite 27/1-5, Jacobs Street, Bankstown, NSW 2200Address:

S30527-PL

7/02/2018

As ReceivedIntrax Consulting Engineers Pty Ltd

Geo (104665)

S18039

Rock strength tests - Determination of point load strength index


Sampled by Client Date Sampled: 1/02/2018

Test Type

S30536

S30535

S30531

S30530

S30534

S30533

S30532

Diametral

Axial

Diametral

Axial

Diametral

Diametral

Axial

Axial

Axial

Diametral

Axial

Axial

DiametralSandstone

Sandstone

Sandstone

Sandstone

Point Load

Index Is

(MPa)

0.38

3.03

0.03

0.54

BH15 3.6-m

BH11 4.1-m

Sandstone

2.25

0.26

0.66

Sample Source

Axial

Diametral

Axial

Diametral

Axial

0.38

1.16

0.20

0.12

0.17

Diametral

S30528

S30527

SandstoneS30529

Sandstone

Sandstone

Sandstone

Sandstone

BH15 4.9-m

BH13 3.9-m

BH12 2.7-m

BH13 3.7-m

The results of the tests, calibrations and/or measurements included in thisdocument are traceable to Australian/national standards. Accredited forcompliance with ISO/IEC 17025. This document shall not be reproduced,except in full.

Report Form: PL - RMS Issue 1 - Revision C - Issue Date 10/02/17 Page1of1

Shrink Swell Test Report: :

: :

:

: :

: :

:

:

:

18.6 NIL NIL 0

: Tested by : JM

Reported by : KF

Approved Signatory : Kamal Fernando

Laboratory Manager


Accredited for compliance ISO/IEC 17025 - Testing. The results of the

tests, calibrations and/or measurements included in this document are

traceable to Australian/national standards

Intrax.CML.Doc.004.R.V3 Page 01 of 01

Test Methods

Comments

AS 1289. 1.1, 2.1.1, 7.1.1

Specific sampling procedure not specified by sampler

Shrink Swell Index

2.0

0.80 17.9

PRJ183112

15/02/2018

1/02/2018

LAB 6844

BH4

500

Sample Details

Sample

Description

12/02/2018

UD

CLAY, dark brown mottled red, trace sand,

stiff

BH Number

Date Tested

Depth (mm)

Type of Sample

Swell

on

Saturation %

Swell TestMoisture Content

Crumbling Cracking

Shrink

on

Drying %

Iss =

Shrink Test

Betop Holdings P/L

104665

3.1423.9

Before Test After Test

Moisture

Content

:

Sample No

Test Results

Inert

Material

%


Construction Materials Laboratory

Unit 11, 85 Mt Derrimut Rd, Deer Park VIC 3023

Project

Report Date

Date Sampled

Site Address No. 72 Junction Road, Schofields, Nsw, 2762

Client

Report Number

-1.0

0.0

1.0

2.0

3.0

4.0

0 5 10 15 20 25 30

Sw

ell

% E

sw

S

hri

nk %

Es

h


Shrink Swell

Intrax.CML.Doc.004.R.V3 Date Issued : 02/03/2016 Issued by : RJ


: :

:

: :

: :

:

:

:

20.5 NIL NIL 0.5

: Tested by : JM

Reported by : KF




Project

Report Date

Date Sampled


Client

Report Number

:

Sample No

Test Results

Inert

Material

%

Betop Holdings P/L

104665

3.8326.5


Moisture

Content

Shrink

on

Drying %

Iss =

Shrink Test

silty CLAY, grey mottled red, trace gravel (

fine, subrounded), soft

BH Number

Date Tested

Depth (mm)

Type of Sample

Swell

on

Saturation %


Crumbling Cracking

PRJ183112

15/02/2018

1/02/2018

LAB 6845

BH5

500

Sample Details

Sample

Description

12/02/2018

UD

Comments

AS 1289. 1.1, 2.1.1, 7.1.1


Shrink Swell Index

3.0

3.04 21.3


Laboratory Manager






Test Methods

-4.0

-3.0

-2.0

-1.0

0.0

1.0

2.0

3.0

4.0

5.0

0 5 10 15 20 25 30

Sw

ell

% E

sw

S

hri

nk %

Es

h


Shrink Swell



: :

:

: :

: :

:

:

:

14.9 NIL NIL 0

: Tested by : JM

Reported by : KF




Project

Report Date

Date Sampled


Client

Report Number

:

Sample No

Test Results

Inert

Material

%

Betop Holdings P/L

104665

2.9922.1


Moisture

Content

Shrink

on

Drying %

Iss =

Shrink Test

silty CLAY, grey mottled red, softBH Number

Date Tested

Depth (mm)

Type of Sample

Swell

on

Saturation %


Crumbling Cracking

PRJ183112

15/02/2018

1/02/2018

LAB 6845

BH3

500

Sample Details

Sample

Description

12/02/2018

UD

Comments

AS 1289. 1.1, 2.1.1, 7.1.1


Shrink Swell Index

2.7

3.60 16.3


Laboratory Manager






Test Methods

-4.0

-3.0

-2.0

-1.0

0.0

1.0

2.0

3.0

4.0

0 5 10 15 20 25

Sw

ell

% E

sw

S

hri

nk %

Es

h


Shrink Swell


Atterberg Limits and Linear Shrinkage Test Report: Client :

: Report Number :

: Sample Number :

: Sampled by :

:

Sample Detail

:

:

:

:

:

:

:

:

Atterburg Limits test results

:

:

:

Linear Shrinkage test results

:

:

:

:

: kf

kfReported by :

Depth (mm)

Additive

Test Methods

Site Address

Cracking no

noneSpecific sampling procedure

Tested by :

Curling

Type of sample

Sample description

Borehole number

Disturbed

silty CLAY, brown mottled grey, high plasticity, <PL

BH3

Linear Shrinkage (%)

55

18

Accredited for compliance ISO/IEC 17025 - Testing. The results of the tests,

calibrations and/or measurements included in this document are traceable

to Australian/national standards

History of sample

Method of preperation

Liquid Limit (%)

Plastic Limit (%)

Plasticity Index (%)

Crumbling

no

Yes

Intrax.CML.Doc.002.R.V2

AS 1289. 1.1, 2.1.1, 3.1.1, 3.2.1, 3.4.1, 3.3.1

Page 1 of 1

Observations

-


37

15.5

500

none

50° C Oven dried

Dry sieved

Report Date 21/02/2018 104665

Date Tested 19/02/2018 AW

1/02/2018 LAB 6873Date Sampled

Laboratory Manager





Project PRJ183112 Betop Holdings P/L

No. 72 Junction Road, Schofields, Nsw, 2762

Intrax.CML.Doc.002.R.V2 Date issued: 24/02/2016 Issued by : RJ


: Report Number :

: Sample Number :

: Sampled by :

:

Sample Detail

:

:

:

:

:

:

:

:


:

:

:


:

:

:

:

: kf

kfReported by :

Depth (mm)

Additive

Test Methods

Site Address

Cracking no


Tested by :

Curling

Type of sample

Sample description

Borehole number

Disturbed

silty CLAY, grey mottled brown, medium plasticity,

<PL

BH3


50

18




History of sample


Liquid Limit (%)

Plastic Limit (%)


Crumbling

no

Yes


AS 1289. 1.1, 2.1.1, 3.1.1, 3.2.1, 3.4.1, 3.3.1

Page 1 of 1

Observations

-


32

15.5

1000

none

50° C Oven dried

Dry sieved

Report Date 21/02/2018 104665



Laboratory Manager









: Report Number :

: Sample Number :

: Sampled by :

:

Sample Detail

:

:

:

:

:

:

:

:


:

:

:


:

:

:

:

: kf

kf

Laboratory Manager







Report Date 21/02/2018 104665



36

6.5

500

none

50° C Oven dried

Dry sieved

Crumbling

no

Yes


AS 1289. 1.1, 2.1.1, 3.1.1, 3.2.1, 3.4.1, 3.3.1

Page 1 of 1

Observations

-





History of sample


Liquid Limit (%)

Plastic Limit (%)


Curling

Type of sample

Sample description

Borehole number

Disturbed


BH4


55

19

Reported by :

Depth (mm)

Additive

Test Methods

Site Address

Cracking no


Tested by :



: Report Number :

: Sample Number :

: Sampled by :

:

Sample Detail

:

:

:

:

:

:

:

:


:

:

:


:

:

:

:

: kf

kf

Laboratory Manager







Report Date 21/02/2018 104665



16

9.0

1000

none

50° C Oven dried

Dry sieved

Crumbling

no

no


AS 1289. 1.1, 2.1.1, 3.1.1, 3.2.1, 3.4.1, 3.3.1

Page 1 of 1

Observations

-





History of sample


Liquid Limit (%)

Plastic Limit (%)


Curling

Type of sample

Sample description

Borehole number

Disturbed

silty CLAY, grey mottled brown, low plasticity, <PL,

trace gravel and sand

BH4


31

15

Reported by :

Depth (mm)

Additive

Test Methods

Site Address

Cracking no


Tested by :



: Report Number :

: Sample Number :

: Sampled by :

:

Sample Detail

:

:

:

:

:

:

:

:


:

:

:


:

:

:

:

: kf

kf

Laboratory Manager







Report Date 21/02/2018 104665



36

17.0

500

none

50° C Oven dried

Dry sieved

Crumbling

no

no


AS 1289. 1.1, 2.1.1, 3.1.1, 3.2.1, 3.4.1, 3.3.1

Page 1 of 1

Observations

-





History of sample


Liquid Limit (%)

Plastic Limit (%)


Curling

Type of sample

Sample description

Borehole number

Disturbed


BH6


55

19

Reported by :

Depth (mm)

Additive

Test Methods

Site Address

Cracking no


Tested by :



: Report Number :

: Sample Number :

: Sampled by :

:

Sample Detail

:

:

:

:

:

:

:

:


:

:

:


:

:

:

:

: kf

kfReported by :

Depth (mm)

Additive

Test Methods

Site Address

Cracking no


Tested by :

Curling

Type of sample

Sample description

Borehole number

Disturbed

silty CLAY, brown mottled grey medium plasticity,

<PL

BH6


44

18




History of sample


Liquid Limit (%)

Plastic Limit (%)


Crumbling

no

no


AS 1289. 1.1, 2.1.1, 3.1.1, 3.2.1, 3.4.1, 3.3.1

Page 1 of 1

Observations

-


26

12.5

1000

none

50° C Oven dried

Dry sieved

Report Date 21/02/2018 104665



Laboratory Manager









: Report Number :

: Sample Number :

: Sampled by :

:

Sample Detail

:

:

:

:

:

:

:

:


:

:

:


:

:

:

:

: kf

kf

Laboratory Manager






No.72 Junction Road, Schofields, Nsw, 2762

Report Date 21/02/2018 104665



33

9.0

500

none

50° C Oven dried

Dry sieved

Crumbling

no

Yes


AS 1289. 1.1, 2.1.1, 3.1.1, 3.2.1, 3.4.1, 3.3.1

Page 1 of 1

Observations

-





History of sample


Liquid Limit (%)

Plastic Limit (%)


Curling

Type of sample

Sample description

Borehole number

Disturbed


BH8


52

19

Reported by :

Depth (mm)

Additive

Test Methods

Site Address

Cracking no


Tested by :



: Report Number :

: Sample Number :

: Sampled by :

:

Sample Detail

:

:

:

:

:

:

:

:


:

:

:


:

:

:

:

: kf

kf

Laboratory Manager







Report Date 21/02/2018 104665



20

10.5

1000

none

50° C Oven dried

Dry sieved

Crumbling

no

no


AS 1289. 1.1, 2.1.1, 3.1.1, 3.2.1, 3.4.1, 3.3.1

Page 1 of 1

Observations

-





History of sample


Liquid Limit (%)

Plastic Limit (%)


Curling

Type of sample

Sample description

Borehole number

Disturbed

silty CLAY, grey mottled brown, low plasticity, <PL,

trace gravel and sand

BH8


35

15

Reported by :

Depth (mm)

Additive

Test Methods

Site Address

Cracking no


Tested by :



: Report Number :

: Sample Number :

: Sampled by :

:

Sample Detail

:

:

:

:

:

:

:

:


:

:

:


:

:

:

:

: kf

kf

Laboratory Manager







Report Date 21/02/2018 104665



32

13.5

500

none

50° C Oven dried

Dry sieved

Crumbling

no

no


AS 1289. 1.1, 2.1.1, 3.1.1, 3.2.1, 3.4.1, 3.3.1

Page 1 of 1

Observations

-





History of sample


Liquid Limit (%)

Plastic Limit (%)


Curling

Type of sample

Sample description

Borehole number

Disturbed

silty CLAY, brown mottled grey, medium plasticity,

<PL

BH9


50

18

Reported by :

Depth (mm)

Additive

Test Methods

Site Address

Cracking no


Tested by :



: Report Number :

: Sample Number :

: Sampled by :

:

Sample Detail

:

:

:

:

:

:

:

:


:

:

:


:

:

:

:

: kf

kfReported by :

Depth (mm)

Additive

Test Methods

Site Address

Cracking no


Tested by :

Curling

Type of sample

Sample description

Borehole number

Disturbed


BH9


64

23




History of sample


Liquid Limit (%)

Plastic Limit (%)


Crumbling

no

no


AS 1289. 1.1, 2.1.1, 3.1.1, 3.2.1, 3.4.1, 3.3.1

Page 1 of 1

Observations

-


41

17.0

1000

none

50° C Oven dried

Dry sieved

Report Date 21/02/2018 104665



Laboratory Manager








Documents

Geotechnical Site Investigation No 72 Junction Road