PROPOSED EDUCATIONAL ESTABLISHMENT FOR L137 (#238), …

PROPOSED EDUCATIONAL ESTABLISHMENT FOR L137 (#238), L138 (#230), HENLEY ST, AND L136

(#26) ASTURIAN DR, HENLEY BROOK

Prepared for:

Australian Islamic College, c/o Marocchi Engineering Group

Geotechnical Investigation Work

Perth Add Karratha Add Unit 1 / 16 Production Road, Canning Vale, WA 6155 1938 Pyramid Rd Karratha, WA 6714 T: 08 9455 3654 T: 08 9144 4637 F: 08 9455 3709 F: 08 9144 2665

www.statsaustralia.com.au

Document History and Status

Title: Proposed redevelopment of new AIC Campus at L137 (#238), L138 (#230), Henley St, and L136 (#26) Asturian Dr, Henley Brook

Job Number: 102189

Issue Date: 04 Mar 2021

Internal File ID: S:\A - STATS CLIENTS\AIC, co Marocchi Engineering Group\102189(Quo5170)_GI@ProposedredevelopmentaL137 (#238) , L138 (#230), Henley St, and L136 (#26) Asturian Dr, Henley Brook\Report

Revision: 0

Status: Final

Issued to: Australia Islamic College

Marocchi Engineering Group

Author: YY

Reviewer: AS

Approval: AS

Distribution List for this Report Hard Copy Soft Copy

Australian Islamic College Nil 1 pdf, Email

Marocchi Engineering Group Nil 1 pdf, Email

STATS Nil 1 pdf, Server

IMPORTANT NOTE Please refer to STATS “Notes about Your Report”

Table of Contents

EXECUTIVE SUMMARY .................................................................................................................. 1

1.0 INTRODUCTION................................................................................................................ 2 2.0 SCOPE OF INVESTIGATION ................................................................................................ 2 3.0 SITE CHARACTERISTICS ..................................................................................................... 2

3.1 Geology ................................................................................................................. 2 3.2 Groundwater ......................................................................................................... 3

4.0 SITE DESCRIPTION ............................................................................................................ 3 5.0 FIELD PROGRAMME ......................................................................................................... 3

5.1 Test Pit Logs ........................................................................................................... 3 5.2 Dynamic Cone Penetrometer .................................................................................. 3 5.3 Field Infiltration Test (Permeability) ........................................................................ 4

6.0 LABORATORY TESTS ......................................................................................................... 4 6.1 Laboratory Tests ..................................................................................................... 4

7.0 SITE CLASSIFICATION ........................................................................................................ 5 8.0 CONSTRUCTION STAGE SUPERVISION AND CERTIFICATION ................................................ 6 9.0 GENERAL EARTHWORKS ................................................................................................... 6 10.0 EARTHQUAKE DESIGN ...................................................................................................... 8 11.0 CONCLUSIONS AND RECOMMENDATIONS ........................................................................ 8 12.0 REFERENCES..................................................................................................................... 9

Figures Figure 1: Proposed Test Locations.

Appendices Appendix 1: Notes Relating to this Report. Appendix 2: Test Pit Logs. Appendix 3: Dynamic Cone Penetrometer (DCP) Results. Appendix 4: Field Infiltration (IFT) Test Results. Appendix 5: Laboratory Test Results.

Photographic Survey Photos 1-26: Site Photographs.

Australian Islamic College, c/o Marocchi Engineering Group Page 1 of 9 AIC Campus at L137 (#238), L138 (#230), Henley St, and L136 (#26) Asturian Dr, Henley Brook 04/03/2021 Geotechnical Site Classification Work 102189

EXECUTIVE SUMMARY Specialist Testing and Technical Services (STATS) was engaged by Mr. Abdullah Khan from Australia Islamic College (the Client), under the care of Marocchi Engineering Group (the Project Consultant) on behalf of the, to conduct a Geotechnical Investigation Work for a new Australian Islamic College Campus at L137 (#238), L138 (#230), Henley St, L136 (#26) Asturian Drive, Henley Brook. STATS also understand there are existing buildings on site at the time of investigation. A total of fifteen (x15) test pits to the depth of 2.5m or refusal, fifteen (x15) DCP tests to the depth of 1.05m or refusal and six (x6) Field Infiltration tests were carried out. The test locations are presented in Figure 1.

Findings The site soil profiles encountered for all test pits were similar, typically comprising of Sand and Sand and Silt mixtures (poorly graded SANDS and or Silty SANDS); fine to medium grained, grey/brown/white/black, dry and moist at the upper layer but becoming wet at 2m, loose, medium dense to dense after 1 m depth generally. Organics (rootlets) are observed to be present at most of the test pits up to a depth of 1m. Most of the test pits terminated at the target depth of 2.5m, except at TP 11 which terminated at depth of 2.3m due to refusal on a very dense soil layer. The test pit logs are presented in Appendix 2. The test pit locations are presented in Figure 1. Based on the Soils Testing Handbook of Australian Standard, Table 6.4.6.1(B) (Correlation of DCP Blow Count with Relative Density), the density of the soils for the fine to medium grained materials (SANDS) over the proposed development area was generally “Medium Dense”, with an average of 3 blows per 100mm of penetration up to a depth of 1.05m. The Dynamic Cone Penetrometer (DCP) Test results are presented in Appendix 3. The Field Permeability measurements conducted over the site revealed an average permeability value of 4.1m/day. In accordance with Table 5.1 of AS/NZS 1547:2012 the site has been classified as “Gravels and Sands” with a respective soil category of 1 out of 6. The site is currently assigned a Site Classification of “A” in accordance with the definitions provided in the Australian Standard AS2870 -2011, on the assumption that the house pad shall be prepared and compacted to the specified requirements under Section 8 of the report. For the soil profile encountered the characteristic surface movement (Ys Value) for the site was assessed as Nil to Negligible due to seasonal moisture change would occur. Any further earthworks for site preparation shall be carried out in accordance with AS 3798-2007.


1.0 INTRODUCTION 1.1 The following is a Geotechnical Investigation report a new Australian Islamic College Campus

at L137 (#238), L138 (#230), Henley St, L136 (#26) Asturian Drive, Henley Brook.

1.2 The investigation was commissioned by Mr. Abdullah Khan from Australia Islamic College (the

Client), under the care of Marocchi Engineering Group (the Project Consultant).

1.3 The objective was to obtain information on the subsurface conditions so as to classify the site

in accordance with the definitions provided in Australian Standard AS2870 – 2011, and AS

1726 for the Geotechnical Parameter and earthwork information required for the

construction work.

1.4 The site investigation was carried out on 11th Feb 2021.

2.0 SCOPE OF INVESTIGATION 2.1 The scope of investigation was as follows:

• Organise Dial Before You Dig and review service drawings.

• Desktop study of the relevant site conditions and available Geological information on the site.

• Mobilisation and demobilisation crew and equipment to site.

• Mobilisation and demobilisation excavator and operator to site.

• Carry out test pit sampling works, at up to fifteen (x15) locations to depth of 2.5m or refusal, generally at the locations shown in Figure 1.

• Log, in accordance with the USC, soil samples from the test pit locations.

• Carry out Dynamic Cone Penetrometer tests (DCP) at fifteen (x15) locations to a depth of 1.05m below the surface to determine the adequacy of the level of compaction.

• Carry out Field Infiltration Test at six (x6) locations to determine soil conductivity.

• Provide factual report on field test results, including earthworks recommendations, and Site Classification based on AS 2870- 2011.

3.0 SITE CHARACTERISTICS 3.1 Geology

3.1.1 A review of the 1:50,000 Environmental Geological series map of Perth indicates that the site

is underlain by SAND – very light grey at surface, yellow at depth, fine to medium-grained,

sub rounded quartz, moderately well sorted of eolian origin.


3.2 Groundwater 3.2.1 No water was encountered during test pitting to any of the fifteen (x15) test pits up to a

depth of 2.5m from surface at the time if investigation.

3.2.2 A review of the Perth Ground water Atlas revealed an average ground water table level at 30.0m AHD and a historical ground water level at 31.0m AHD. The survey findings revealed the site level varies between 34m AHD on the Southern end near Henley Street, slopping downwards to 33m AHD before slopping upwards to 35m AHD on the Northern end.

4.0 SITE DESCRIPTION 4.1 The proposed development covers three (x3) sites at L137 (#238), L138 (#230), Henley St,

L136 (#26) Asturian Drive, Henley Brook.

4.2 The drainage of the site surface is classed as “well drained” in view of moist soil.

4.3 There are existing buildings and substructures around the proposed area at the time of the

investigation.

5.0 FIELD PROGRAMME

5.1 Test Pit Logs

5.1.1. The site soil profiles encountered for all test pits were similar, typically comprising of Sand and Sand and Silt mixtures (poorly graded SANDS and or Silty SANDS); fine to medium grained, grey/brown/white/black, dry and moist at the upper layer but becoming wet at 2m, loose, medium dense to dense after 1 m depth generally. Most of the test pits terminated at the target depth of 2.5m, except at TP 11 which terminated at depth of 2.3m due to refusal on a very dense soil layer.

5.1.2. Organics (rootlets) are observed to be present at most of the test pits up to a depth of 1m. 5.1.3. All the test pits terminated at the target depth of 2.5m.

5.1.4. No groundwater was intercepted at the time of investigation at any test pits. 5.1.5. The test pit logs are presented in Appendix 2. 5.1.6. The test pit locations are presented in Figure 1.

5.2 Dynamic Cone Penetrometer 5.2.1 Dynamic Cone Penetrometer (DCP) testing was carried out alongside each test pit location to

determine the soil consistency versus depth.


5.2.2 Based on the Soils Testing Handbook of Australian Standard, Table 6.4.6.1(B) (Correlation of

DCP Blow Count with Relative Density), the density of the soils for the fine to medium grained materials (SANDS) over the proposed development area was generally “Medium Dense”, with an average of 3 blows per 100mm of penetration up to a depth of 1.05m.

5.2.3 The DCP results are presented in Appendix 3 of this report.

5.3 Field Infiltration Tests (Permeability) 5.3.1 The Field Permeability measurements conducted over the site revealed an average

permeability value of 4.1m/day.

5.3.2 Based on Table 5.1 of AS/NZS 1547:2012, this material is described as having a drainage soil category of “1”, out of six (6) categories, with the Soil Texture described as “Gravels and Sands”.

5.3.3 The field infiltration test certificates are presented in Appendix 4 of this report.

6.0 LABORATORY TESTS

6.1 Laboratory Tests 6.1.1 Representative soil samples were taken from the test pit investigation program to determine

the soil properties. 6.1.2 Laboratory tests based on Australian Standards 1289 were conducted on the samples, at

STATSWA Laboratory, Perth. 6.1.3 The laboratory test program consists of the following:

• Particle Size Distribution,

• Plasticity Index,

• Modified Maximum Dry Density,

• 4 days soaked CBR test.

6.1.4 The laboratory test results are presented in Appendix 5. A summary of the laboratory test findings is presented in Table 1 below.


Table 1: Summary of Laboratory Tests

Test Pit ID TP1 TP4 TP6 TP10 TP11 TP15

Depth (m) 2.0 – 2.5 0.2 – 0.5 0.5 – 1.0 2.0 – 2.5 1.5 – 2.0 1.0 – 1.5

USC SP-SM SP SP SP SP SP

Passing 2.36mm (%) 100 100 96 100 99 99

Passing 75µm (%) 7 3 2 0 5 2

Liquid Limit (%) NO NO NO NO NO NO

Plastic Limit (%) NO NO NO NO NO NO

Plasticity Index (%) NP NP NP NP NP NP

Linear Shrinkage (%) N/A N/A N/A N/A N/A N/A

Max Dry Density (t/m3) 1.75 - - - 1.82 -

Opt Moisture Content (%) 22.0 - - - 12.0 -

4 days Soaked CBR (%) 10.0 - - - 17.0 -

7.0 SITE CLASSIFICATION 7.1 The site is currently assigned a Site Classification of “A” in accordance with the definitions

provided in the Australian Standard AS2870 -2011, on the assumption that the house pad shall be prepared and compacted to the specified requirements under Section 8 of the report. For the soil profile encountered the characteristic surface movement (Ys Value) for the site was assessed as Nil to Negligible due to seasonal moisture change would occur.

7.2 The explanation of the site classification is outlined in Table 2 below (source: tables 2.1 & 2.3 AS2870 2011).

Table 2: Classification by Characteristic Surface Movement Ys

Site Class

Soil Description Based on Reactivity

Characteristic Surface

movement Ys (mm)

A Most Sand & Rock Sites with little or no ground movement from moisture changes

0

S Slightly reactive clay sites which may experience slight ground movements from moisture changes

0 < Ys < 20

M Moderately reactive clay or silt sites which may experience moderate ground movements from moisture changes

20 < Ys < 40

H1 Highly reactive clay sites which may experience high ground movements from moisture changes

40 < Ys < 60

H2 Highly reactive clay sites which may experience very high ground movements from moisture changes

60 < Ys < 75

E Extremely reactive sites which may experience extreme ground movements from moisture changes

Ys > 75


P

Sites with inadequate bearing capacity or is affected by factors other than Reactivity of the soil eg. soft soils, landslip, mine subsidence, uncontrolled fill, coastal erosion and the site cannot be classified based on soil reactivity

-

8.0 CONSTRUCTION STAGE SUPERVISION AND CERTIFICATION

8.1 The site investigation and subsequent classification has been carried out using a limited amount of test pits, visual inspection, sampling and testing programme.

8.2 To achieve a full coverage of the site to ensure all variations are investigated and coverage is not practical and is seldom done due to cost and time constraints.

8.3 Due to the inherent nature of “natural ground” it is very possible that subsurface conditions may vary over short distances within the site.

8.4 It is essential that during the earthworks, a qualified Engineer/Technician be further engaged to inspect the foundation material and excavation work, including providing certification that the compaction works are completed satisfactory. This enables verification of the information contained in this report, and to advise on any changes to the design that may be needed, based on any variations encountered. Thus, the foundation material can then be certified as complying with the requirements of this report and the proposed design.

9.0 GENERAL EARTHWORKS 9.1 Any loose or areas of weakness should be removed and backfilled with approved granular fill.

If boulders, rocks, or building rubble (>300mm) is encountered, they should be removed from the works.

9.2 Where there is the presence of minor organics and tree roots the material should be raked and removed using a rake with a 50mm grid spacing. In general, this is the topsoil layer which contains organics and roots.

9.3 The base of the building pads shall be compacted using a 700kg vibrating plate compactor prior to importing of fill.

9.4 For this development, excavate to 0.5m below existing level, stockpile the excavated materials, compact at this base level until satisfactory, then backfill in two layers (max. 250mm lift each) and compact. Import of Filling Sands until the required design sands pad level, shall follow similar lift thickness operation and compaction requirements.

9.5 Backfill Materials

9.5.1 Any imported structural fill material to support footings should be clean sand with maximum 10% passing 0.075mm sieve.


9.5.2 All structural fill is to be compacted in maximum layers of 250mm (loose) and compacted to achieve the specified minimum density ratio by an approved method.

9.5.3 The plasticity index shall be < 5%.

9.6 Site Compaction

9.6.1 Compaction required to achieve the density requirements is set out in the following tables and shall be conducted in accordance with AS 1289.5.1.1.

Table 3: Compaction Requirements for Fill

9.6.2 Alternatively, the compaction certification may be verified with the use of a Perth Sands

Penetrometer (PSP) or Dynamic Cone Penetrometer (DCP) based on AS 1289.6.3.3 or AS 1289.6.3.2 respectively.

9.6.3 Typical target values to achieve, pending which test approach are as follows. If required,

further correlations could be made by carrying out test pads and the number of passes and determining the corresponding Compaction Density Ratios and the DCP or PSP values.

Table 4: Compaction Requirements for Fill based on DCP or PSP

Depth intervals DCP Blows (cumulative) PSP Blows (cumulative)

0 - 150 Seat Seat

150 – 450 9 8

450 – 750 14 11

750 – 1050 19 15

9.7 Drainage and Stormwater Disposal 9.7.1 If construction works were to take place during the rainy seasons, the perimeter around the

site and areas of proposed earthworks should be constructed with a shallow gradient to allow drainage to a sump and to allow water to be discharged from the site. It is important that the conditions under the footings remain relatively dry. Where required, drains should be constructed to divert water from the site and to ensure no erosion or premature saturation occurs around the footings.

9.7.2 Storm water should be collected and stored as roof runoff and the surface runoff controlled to prevent scour and loss of soil during periods of high intensity rainfall.

Item Application Compaction Criteria

Min Density Ratio (Cohesive Soils)

Min Density Index (Cohesion less Soils)

1 Residential: Lots and House Sites 95% 70%

2

Commercial: To support minor loadings, including floor loadings up to 120kPa and isolated pad or strip footings to 100kPa

98% 75%


9.7.3 Based on the type of Soils encountered on site, stormwater may be discharged on site using soakwell systems. The design of soakwells for the proposed development shall be carried out by a Qualified Engineer.

10.0 EARTHQUAKE DESIGN 10.1 AS1170.4- 2007 “Structural design actions Part 4 “Earthquake actions in Australia” outlines

the design criteria required for a structure in consideration of the risk of being subjected to

earthquake loads.

10.2 Section 3 of this code provides a Hazard Factor (z) for Specific Australian Locations Table 3.2,

the z factor for Perth = 0.09.

10.3 Section 4 of this code provided a system for the determination of the “Site subsoil class”

which are considered appropriate for use in the structural design for this site. Clause 4.1.1 is

as follows:

a) Class Ae – Strong Rock;

b) Class Be – Rock;

c) Class Ce – Shallow Soil;

d) Class De – Deep or soft soil;

e) Class Ee – Very soft soil.

10.4 Based on our experience, a Classification of Class Ce is considered appropriate for this site. If

further verification is necessary, a deep probing investigation would be required.

11.0 CONCLUSIONS AND RECOMMENDATIONS

11.1 The site is currently assigned a Site Classification of “A” in accordance with the definitions provided in the Australian Standard AS2870 -2011, on the assumption that the house pad shall be prepared and compacted to the specified requirements under Section 8 of the report. For the soil profile encountered the characteristic surface movement (Ys Value) for the site was assessed as Nil to Negligible due to seasonal moisture change would occur.

11.2 It is recommended that the site is prepared in accordance with the recommendations given in Australian Standard AS 3798-2011, “Guidelines on Earthworks for Commercial and Residential Developments”. This will require:

a) Removal of any deleterious material, organics etc., by raking to a depth of 0.3m - 0.5m in general.

b) Any construction rubbles, brickbats, subsoil septics, old drainage systems are to be removed off site.

c) Compact the base of the excavation to achieve a classification of dense over a depth of 0.9m.


d) Replace the stockpiled SANDS in layers not exceeding 250mm lifts, to achieve a DENSE classification.

e) Import filling SANDS to the current levels or sands pad level and compact to achieve “Dense” classification, for the uppermost 1.0 metre from the surface.

11.3 If dwellings of more than two storeys or where an allowable bearing pressure > 150 kPa is

required, separate testing and verification will be necessary.

11.4 Based on the type of Soils encountered on site, stormwater may be discharged on site using soakwell systems.

11.5 It is highly recommended that ongoing geotechnical supervision, sampling and testing be carried out throughout the different stages during the course of construction to verify the level of compaction prior to pouring concrete.

12.0 REFERENCES

• AS 1289 -2000, “Methods of Testing Soils for Engineering Purposes”.

• AS 1726 - 2017, “Geotechnical Site Investigations”.

• AS 2870 - 2011, “Residential Slabs and Footings”.

• AS 3798 - 2007, “Guidelines on earthworks for commercial and residential developments”.

• AS 1170.4 - 2007 “Structural design actions Part 4 Earthquake actions in Australia”.

STATS AUSTRALIA

Yuying Yao MEng(Civil), BSc(Eng), MIE(Aust) Aidan Seck BEng (Civil), MIE(Aust), CPeng, NPER

Civil/Geotechnical Engineer Principal Engineer/Manager This document is issued by the Company under its General Conditions of Service of reference STATS.A.004.2012.R0_GeneralCondService. Attention is drawn to the limitation of liability, indemnification and jurisdiction issues defined therein. Any holder of this document is advised that information contained hereon reflects the Company’s findings at the time of its intervention only and within the limits of Client’s instructions, if any. The Company’s sole responsibility is to its Client and this document does not exonerate parties to a transaction from exercising all their rights and obligations under the transaction documents. Any unauthorized alteration, forgery or falsification of the content or appearance of this document is unlawful and offenders may be prosecuted to the fullest extent of the law.

Our Ref: 102189 AIC Campus at L137 (#238), L138 (#230), Henley St, and L136 (#26) Asturian Dr, Henley Brook

Figures

Figure 1: Test Locations

(No of pages including this page: 02)

STATS/F/021/2012/R4

Project Title:

L137 (#238), L138 (#230), Henley St, and L136 (#26) Asturian Dr, Henley Brook

- Geotechnical investigation work

Title: Proposed test STATS AUSTRALIA

Unit 1/16 Production Road, CANNING VALE WA 6155 Tel: 08 9455 3654 Fax: 08 9455 3709 www.statsaustralia.com.au

Figure: 1 Scale: NTS

Date: 07 Feb 2021 Drawn: MK

Checked: AS Approved: AS

Drawing No: 102189 Rev: 0

Legend x 15 Test Pits to 2.5m or refusal x 6 Field Permeability Tests

TP 2

TP 12

TP 3

IFT 2

IFT 1

TP 4

TP 10

TP 6

TP 5

TP 7

TP 8

TP 1

TP 9

TP 11 TP 12

IFT 4

IFT 3

TP 13

TP 14 IFT 5

IFT 6

TP 15

http://www.statsaustralia.com.au/


Appendices

Appendix 1: Notes Relating to this Report, Soils and Rocks Descriptions


STATS FORM A/3/2019/REV7

Perth Add: Unit 1/16 Production Road, Canning Vale, WA 6155

Karratha Add: 1938 Pyramid Road, Karratha, WA 6714

Singapore Add: 71 Toh Guan Road East, #02-01/02/06 Techcentre, SG 608598


NOTES ABOUT YOUR REPORT STATS prepared this report based on our understanding of you (the Client) and your project requirements. This

report is developed based on a unique set of project conditions and requirements, such as the objectives of the

project, the locality and size, as well as the feasibility of the development. These notes are meant to allow you

to understand where our responsibilities as the engineers begin and end, and to assist you to manage and plan

your construction, and mitigate any perceived risk. If there are areas in our report that you do not understand

and would like to seek clarification, please contact STATS and we will assist you.

Our findings are based on limited subsurface investigation, sampling and testing works due to site constraints,

underground service information and location, as well as project costs. Some variations to our findings may

occur. It is therefore recommended, that we are engaged for the construction supervision and ongoing support

based on either a site visit to confirm the accuracy/expectation of the conditions originally encountered, or that

of full-time supervision.

Below are examples of conditions which will influence how this report is interpreted and therefore will affect

the limitations of the report.

a) Subsurface conditions can be affected by events such as the removal of soil or placement of fill and by

events such as seasonal fluctuations in ground water table, flood, earthquake and unstable landforms,

all of which can change with time. It is therefore necessary when the above situations occur to

undertake additional sampling, testing and/or analysis.

b) Any changes in the proposed development, layout, orientation, elevation, loading and configuration

will affect the findings and recommendations in our report.

c) If information provided in the report is to be used by others, the report shall be produced in full and

not in part.

d) This report is prepared for a specific purpose and is for the client or specific party involved in the initial

project request. This report must be regarded as confidential to the Client and the Client’s professional

team. To prevent misunderstanding or misuse of information, it is recommended that you inform and

discuss with STATS first before passing your report to a third party. STATS does not accept any

responsibility for any damage caused by the decisions or actions made by third party.

e) This report has been prepared with no inclusions for environmental considerations, unless specified in

our scope. If there are any known concerns or documents which relate to environmental risks at site, it

is your responsibility to inform STATS and we shall advise where further information and/or contacts

are required.

f) Our report has been prepared with no inclusions for environmental considerations, unless specified in

our scope. If there are specific concerns or document in relation to environmental risks at site, it is your

responsibility to inform STATS and we shall advise on further information and contacts.

STATS has prepared this report based on information provided by the Client and others. STATS disclaim

responsibility relating to any unverified information provided, including errors in, or omissions from such

information. The opinions, conclusions and recommendations in this report are based on, but not limited to,

assumptions made in the project proposal and accepted scope of work.

Further attention is drawn to the information “Guidelines for the Provision of Geotechnical Information in

Tender Documents”, published by the Institution of Engineers, Australia. Whereby information or data obtained

from the report is provided for tendering purposes, it is important that all information, including the written

report, email correspondence and any discussions be made available. In the event that sections of the report

are not relevant to the contractual document, it may be appropriate to prepare an edited executive summary

document. Please contact STATS if you need assistance in this regard.


Page 1 of 5

STATS/F/1/2021/REV5





STATS Australia Specialist Testing And Technical Services

SOILS AND ROCKS EXPLANATION SHEET

Soils Definitions:

The term “soil” refers to every type of uncemented or partially cemented inorganic or organic material found in the ground. In practice, if the material can be remoulded or broken up by hand in the field or in water it is described as a soil. Other materials are described using rock description terms.

Soil Name and Classification:

The terms for Soil and Rock is described and classified in the reports (Test Pits/Borelogs) are based on the system given in AS1726-2017, Appendix A. The material properties are described using visual/tactile methods, combining field test data (if applicable).

Particle Size Description:

Name Subdivision Size (mm)

Boulders > 200 mm

Cobbles 63 mm to 200 mm

Gravel Coarse 19 mm to 63 mm

Medium 6.7 mm to 19 mm

Fine 2.36 mm to 6.7 mm

Sand Coarse 0.6 mm to 2.36 mm

Medium 0.21 mm to 0.6 mm

Fine 0.075 mm to 0.21 mm

Fines Silt 0.002 to 0.075

Clay < 0.002

Moisture Condition:

Symbol Term Description

D Dry Looks and feels dry. Non-cohesive and free running.

M Moist Soil feels cool and darker in colour. Soils tend to stick together.

W Wet Soil feels cool and darker in colour. Soils tend to stick together and with free water forming on hands when handled.

Consistency and Density of Cohesive Soils (AS 1726 – 2017 and HB160-2006):

Symbol Term Undrained Shear Strength, su (kPa)

Field Guide SPT “N” DCP Blows per 100mm

VS Very Soft ≤ 12 A finger can be pushed well into the soil with little effort

0 to 2 < 1

S Soft > 12 and ≤ 25 A finger can be pushed into the soil to about 25 mm depth.

2 to 4 < 1

F Firm > 25 and ≤ 50 The soil can be indented about 5 mm with the thumb, but not penetrated.

4 to 8 1 to 2

St Stiff > 50 and ≤ 100 The surface of the soil can be indented with the thumb, but not penetrated.

8 to 15 3 to 4

VSt Very Stiff > 100 and ≤ 200 The surface of the soil can be marked, but not indented with thumb pressure.

15 to 30 5 to 10

H Hard > 200 The surface of the soil can be marked only with the thumbnail.

> 30 > 10

Observed ease of excavation with the use of excavator / hand auger:

Symbol Term Remarks

E Easy Can be done with little effort

M Medium Can be carried out, but with harder effort to get through

H Hard Takes a lot of effort to get through the digging/excavation/auger works

CL Low plasticity clay

CI Medium plasticity

clay

CH High

plasticity clay

MH High liquid

limit silt MH Medium

liquid limit silt

Plasticity Properties:

Soil Structure:

Zoning Cementing Layers Continuous

across exposure or sample

Weakly cemented

Easily broken up by hand in air or water

Lenses Discontinuous layers of lenticular shape

Moderately cemented

Effort is required to break up the soil by hand in air or water

Pockets Irregular inclusions of different material


Page 2 of 5

STATS/F/1/2021/REV5






Consistency and Density of Granular Soils (AS 1726 – 2017 and HB160-2006):

Symbol Term Density Index (%) SPT “N” DCP Blows per 100mm

VL Very Loose ≤ 15 0 to 4 < 1

L Loose > 15 and ≤ 35 4 to 10 1 to 2

MD Medium Dense > 35 and ≤ 65 10 to 30 2 to 3

D Dense > 65 and ≤ 85 30 to 50 4 to 8

VD Very Dense > 85 > 50 > 8

Secondary and Minor Soil Components:

Term Assessment Guide Proportion Of Minor Component In:

Minor Presence just detectable by feel or eye, but soil properties little or no different to general properties of primary component.

Coarse grained soils: < 5% Fine grained soils: < 15%

Secondary

Presence easily detected by feel or eye, soil properties little different to general properties of primary component.

Coarse grained soils: 5% - 12% Fine grained soils: 15% - 30%

Geological Origin:

Weathered in Place Soils

Extremely weathered material Structure and fabric of parent rock visible. Formed directly from in situ weathering.

Residual soil Structure and fabric of parent rock not visible. Formed directly from in situ weathering.

Transported Soils

Aeolian soil Carried and deposited by wind.

Alluvial soils Deposited by streams and rivers.

Colluvial soils Deposited on slopes (transported down slope by gravity).

Fill Man-made deposit. Fill may be significantly more variable between tested locations than

naturally occurring soils.

Lacustrine soil Deposited in freshwater lakes.

Marine soil Deposited in ocean basins, bays, beaches and estuaries.

Symbols in relation to Sampling and Testing:

B Bulk Disturbed Sample P Piston Sample

BS Block Sample PBT Plate Bearing Test

C Core Sample U Undisturbed Sample, U50: 50mm diameter

CBR CBR Mould Sample D Small Disturbed Sample

ES Environmental Soil Sample EW Environmental Water Sample

DCP Dynamic Cone Penetrometer PSP Perth Sand Penetrometer

SPT Standard Penetration Test E.g. 3, 4, 5 refers to blows per 150mm N = 4+5 = 9: Blows per 300mm after first 150mm

seating interval

CPT Cone Penetration Truck

VS Vane Shear ; P = Peak R = Remoulded (kPa)

HA Hand Auger

EX Excavator Machinery BH Backhoe Machinery

DR Drilling Rig with Auger Rod AT Air Track

HQ HQ Core Barrel of core size 63.5mm PQ PQ Core Barrel of core size 85mm

Rock Core Recovery:

TCR Total Core Recovery (%) = CRL x 100% TCL

SCR Solid Core Recovery (%) = CCR x 100% TCL

RQD Rock Quality Designation (%) = ALC > 100 TCL

TCL Length of Core Run

CRL Recovered Length of Core

CCR Total Length of Cylindrical Pieces of Core Recovered

ALC>100 Total Length of Axial Lengths of Core Greater than 100mm length


Page 3 of 5

STATS/F/1/2021/REV5






Soil Classification Description and Identification:

FIELD IDENTIFICATION PROCEDURES (Excluding particles larger than 60mm and basing fractions on estimated mass)

Fines %

USC Primary Name

CO

AR

SE G

rain

ed

So

ils

(Mo

re t

han

65

% o

f m

ate

rial

exc

lud

ing

ove

rsiz

ed

fra

ctio

n is

larg

er

than

0.0

75

mm

)

0.0

75m

m p

arti

cle

is a

bo

ut

the

sm

alle

st p

arti

cle

vis

ible

to

th

e n

aked

eye

GR

AV

ELS

Mo

re t

han

hal

f o

f co

arse

frac

tio

n is

larg

er

than

2.3

6mm

CLE

AN

G

RA

VEL

S

(Lit

tle

or

no

fi

nes

)

Wide range in grain size and substantial amounts of all intermediate particle size. No dry strength.

≤ 5 GW GRAVEL

Predominantly one size or a range of sizes with some intermediate sizes missing. No dry strength.

≤ 5 GP GRAVEL

GR

AV

ELS

WIT

H F

INES

((

Ap

pre

ciab

le A

mo

un

t

of

fin

es)

‘Dirty’ materials with excess of non-plastic fines (for identification procedures see ML below). Zero to medium dry strength.

≥ 12 GM SILTY GRAVEL

‘Dirty’ materials with excess of plastic fines (for identification procedures see ML below). Medium to high dry strength.

≥ 12 GC CLAYEY GRAVEL

SAN

DS

Mo

re t

han

hal

f o

f co

arse

fra

ctio

n is

sm

alle

r th

an

2.3

6mm

CEA

N S

AN

DS

(Lit

tle

or

no

fin

es)

Wide range in grain sizes and substantial amounts of all intermediate sizes missing. No dry strength.

≤ 5 SW SAND

Predominantly one size or a range of sizes with some intermediate sizes missing. No dry strength.

≤ 5 SP SAND

SAN

DS

WIT

H F

INES

((A

pp

reci

able

Am

ou

nt

of

fin

es)

‘Dirty’ materials with excess of non-plastic fines (for identification procedures see ML below). Zero to medium dry strength.

≥ 12 SM SILTY SAND

‘Dirty’ materials with excess of plastic fines (for identification procedures see CL below). Medium to high dry strength.

≥ 12 SC CLAYEY SAND

*Note: For fines content >5% and <12% the soil shall be given a dual classification comprising the two

groups symbols. For example: gravel with between 5% and 12% fines will be classified as GP-GM.

FIELD IDENTIFICATION PROCEDURES (Excluding particles larger than 60mm and basing fractions on estimated mass)

USC Primary Name

FIN

E G

rain

ed S

oils

(Mo

re t

han

35

% o

f so

il e

xclu

din

g o

vers

ize

fra

ctio

n is

less

th

an 0

.075

mm

) Identification procedures for fractions < 0.2mm

Dry Strength Dilatancy Toughness

SILT

S &

CLA

YS

Liq

uid

Lim

it <

50

Low

– m

ediu

m

pla

stic

ity

None to Low Slow to rapid Low ML SILT

Medium to High None to slow Medium CL CLAY

Low to Medium Slow to very slow Low OL Organic SILT

SILT

S &

CLA

YS

Li

qu

id L

imit

> 5

0

Hig

h p

last

icit

y

Low to Medium None to slow Low to medium MH SILT

High None High CH CLAY

Medium to High None to very slow Low to medium OH Organic Clay

Highly Organic Soils Readily identified by colour, odour, spongy feel and frequently by fibrous texture.

PT PEAT

Low plasticity – Liquid Limit WL less than 35%. • Medium plasticity – WL between 35% and 50%.


Page 4 of 5

STATS/F/1/2021/REV5






Rock Definitions:

In engineering terms, rock substance is any naturally occurring aggregate of minerals and organic material which cannot be disintegrated or

remoulded by hand in air or water. Defect in rock is described as any discontinuity or break in the continuity of a substance or substances.

Mass in rock is described as any material which is not effectively homogeneous. It can consist of two or more substances without defects or

one or more substances with one or more defects. The descriptive terms given hereby are broadly consistent with Australian Standard AS1726-

2017.

SUBSTANCE DESCRIPTIVE TERMS: ROCK SUBSTANCE STRENGTH TERMS:

Rock Name Simple rock names are used rather than precise geological classification.

Term Abbrev- iation

Point Load Index, Is50

(MPa)

Field Guide

PARTICLE SIZE Coarse grained Medium grained Fine grained

Grain size terms for sandstone are: Mainly > 2 mm Mainly 0.06 mm to 2 mm Mainly < 0.06 mm

Very Low

VL

0.03 to 0.1 Material crumbles under firm blows with sharp end of pick, can be peeled with knife, pieces up to 30 mm thick can be broken by finger pressure.

FABRIC Massive Indistinct Distinct

Terms for layering or penetrative fabric (eg. Bedding, cleavage, etc.) are: No layering or penetrative fabric. Layering or fabric just visible. Little effect on properties. Layering or fabric is easily visible. Rock breaks more easily parallel to layering or fabric.

Low L 0.1 to 0.3 Easily scored with a knife, indentations 1 mm to 3 mm show with firm blows of a pick point, has a dull sound under hammer. Pieces of core 150 mm long by 50 mm diameter may be broken by hand. Sharp edges of core may be friable and break during handling.

Medium M 0.3 to 1.0

High Strength

H 1.0 to 3.0

Very High Strength

VH 3.0 to 10.0

Extremely High

Strength EH

> 10.0

Classification of Material Weathering

Term Symb

ol Definition Term

Symbol

Point Load

Index, Is50 (MPa)

Field Guide

Residual Soil RS Material is weathered to such an extent that it has soil properties. Mass structure and material texture and fabric of original rock are no longer visible, but the soil has not been significantly transported.

Medium

M 0.3 to 1.0 Readily scored with a knife, a piece of core 150 mm long by 50 mm diameter can be broken by hand with difficulty.

Extremely Weathered Material

XW Material is weathered to such an extent that it has soil properties. Mass structure and material texture and fabric of original rock are still visible.

High H 1 to 3 A piece of core 150 mm long by 50 mm cannot be broken by hand but can be broken by a pick with a single firm blow, rock rings under hammer.

Highly

Weathered

Rock

HW 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.

Rock strength is significantly changed

by weathering. Some primary

minerals have weathered to clay

minerals. Porosity may be increased

by leaching, or may be decreased due

to deposition of weathering products

in pores.

Very

High

VH 3 to 10 Hand specimen breaks

after more than one blow

of a pick, rock rings under

hammer.


Page 5 of 5

STATS/F/1/2021/REV5






Classification of Material Weathering (Continued)

Term Symbol Definition Term Symbo

l

Point Load Index, Is50

(MPa) Field Guide

Moderately Weathered Rock

MW 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, but shows little or no change of strength from fresh rock.

Extremely High

EH More than 10 Specimen requires many blows with geological pick to break, rock, rings under hammer.

Slightly

Weathered

Rock

SW Rock is partially discoloured with

staining or bleaching along joints but

shows little or no change of strength

from fresh rock.

Notes on Weathering:

1. AS1726 suggests the term “Distinctly Weathered” (DW) to cover the range of substance weathering conditions between XW and SW. For projects where it is not practical to delineate between HW and MW or it is judged that there is no advantage in making such a distinction, DW may be used with the definition given in AS1726.

2. Where physical and chemical changes were caused by hot gasses and liquids associated with igneous rocks, the term “altered” may be substituted for “weathering” to give the abbreviations XA, HA, MA, SA and DA.

Fresh Rock FR Rock shows no sign of decomposition

of individual minerals or colour

changes.

Notes on Rock Substance Strength: 1. In anisotropic rocks the field guide to strength applies to the

strength perpendicular to the anisotropy. High strength anisotropic rocks may break readily parallel to the planar anisotropy.

2. The term “extremely low” is not used as a rock substance strength term. While the term is used as AS1726-2017, the field guide therein makes it clear that materials in that strength range are soils in engineering terms.

3. The unconfined compressive strength of isotropic rocks (and anisotropic rocks which fail across the planar anisotropy) is typically 10 to 25 times the point load index (Is50). The ratio may vary for different rock types. Lower strength rocks often have lower rations than higher strength rocks.

Rock Types: Sedimentary Carbonates Igneous

• Shale

• Claystone /Mudstone

• Siltstone

• Sandstone

• Conglomerate

• Breccia

• Limestone

• Carbonate Claystone/Calcisiltite

• Carbonate Sandstone/Calcarenite

• Chalk

• Coarse Grained

• Medium Grained

• Fine Grained

• Dolerite

Metamorphic Evaporites

• Coarse Grained

• Medium Grained

• Fine Grained

• Gypsum or Halite



Appendices

Appendix 2: Test Pit Logs


TEST PIT LOG

Test Pit: TP 1

Sheet 1 of 15

Contractor: RME Latitude (S): 31° 48' 25"

Equipment: 5.5T Excavator Longitude (E): 115° 58' 46"

Bucket/Auger: 500mm Bucket Surface RL (m): N/A

Tested by: YY / ST Datum: AHD

Time: 07:30am Weather: Fine

Dep

th (

m)

Ease

of

Exca

vati

on

Cla

ssif

icat

ion

Sam

ple

Typ

e

Mo

istu

re C

on

dit

ion

Co

nsi

sten

cy/D

ensi

ty

GW

T Le

vel

Field Records/Comments

E SP Sand mixtures (poorly graded SANDS): M MDfine to medium grained, dark grey, moist, medium dense, with traces of organics.

0.5E SP Sand mixtures (poorly graded SANDS): M MD

fine to medium grained, white/grey, moist, medium dense.

1.0


fine to medium grained, grey, moist, medium dense.

2.0E SP Sand - silt mixtures (poorly graded silty SANDS): W MD %age passing 2.36mm: 100

-SM fine to medium grained, dark brown, wet, %age passing 0.075mm: 7medium dense. Plasticity Index (%): NP

2.5Test pit terminated at target depth of 2.5m.

3.0

B

Client: AIC, c/o Marocchi Engineering Group

Project Info Excavation/Drilling Info

Location: L137(#238), L138(#230) HenleySt, L136(#26) Asturian Dr

Date: 11/02/2021

Material Description

Soil Type, Particle Characteristic or plasticity, colour, secondary/minor

components

Coordinates:

Job: 102189

Project: Proposed Educational Establishment at Henley Brook

STATS/F/005/2012/R0

TEST PIT LOG

Test Pit: TP 2

Sheet 2 of 15






Dep

th (

m)

Ease

of

Exca

vati

on

Cla

ssif

icat

ion

Sam

ple

Typ

e

Mo

istu

re C

on

dit

ion

Co

nsi

sten

cy/D

ensi

ty

GW

T Le

vel


E SP Sand mixtures (poorly graded SANDS): M MDfine to medium grained, grey, moist, medium dense.

0.5

1.0


fine to medium grained, dark grey/brown, moist, medium dense.

1.5


fine to medium grained, brown, moist, medium dense.


3.0



components



Date: 11/02/2021


Project Info Excavation/Drilling Info Coordinates:

Job: 102189

STATS/F/005/2012/R0

TEST PIT LOG

Test Pit: TP 3

Sheet 3 of 15






Dep

th (

m)

Ease

of

Exca

vati

on

Cla

ssif

icat

ion

Sam

ple

Typ

e

Mo

istu

re C

on

dit

ion

Co

nsi

sten

cy/D

ensi

ty

GW

T Le

vel


E SP Sand mixtures (poorly graded SANDS): D MDfine to medium grained, grey, dry, medium dense.

0.5E SP Sand mixtures (poorly graded SANDS): D MD

fine to medium grained, grey, dry, medium dense, trace gravels to 20mm

1.0


fine to medium grained, grey, moist, medium dense, trace gravels to 20mm

2.0E SP Sand - silt mixtures (poorly graded silty SANDS): W MD

-SM fine to medium grained, dark brown, wet, medium dense, trace gravels to 20mm


3.0



components



Date: 11/02/2021



Job: 102189

STATS/F/005/2012/R0

TEST PIT LOG

Test Pit: TP 4

Sheet 4 of 15






Dep

th (

m)

Ease

of

Exca

vati

on

Cla

ssif

icat

ion

Sam

ple

Typ

e

Mo

istu

re C

on

dit

ion

Co

nsi

sten

cy/D

ensi

ty

GW

T Le

vel



0.2%age passing 2.36mm: 100%age passing 0.075mm: 3Plasticity Index (%): NP


fine to medium grained, dark grey, moist, medium dense.

1.0

1.5

2.0E SP Sand mixtures (poorly graded SANDS): W MD

fine to medium grained, dark grey, wet, medium dense.


3.0

B



components



Date: 11/02/2021



Job: 102189

STATS/F/005/2012/R0

TEST PIT LOG

Test Pit: TP 5

Sheet 5 of 15






Dep

th (

m)

Ease

of

Exca

vati

on

Cla

ssif

icat

ion

Sam

ple

Typ

e

Mo

istu

re C

on

dit

ion

Co

nsi

sten

cy/D

ensi

ty

GW

T Le

vel



0.5

1.0

1.5

2.0E SP Sand mixtures (poorly graded SANDS): W MD

fine to medium grained, brown, wet, medium dense.


3.0



components



Date: 11/02/2021



Job: 102189

STATS/F/005/2012/R0

TEST PIT LOG

Test Pit: TP 6

Sheet 6 of 15






Dep

th (

m)

Ease

of

Exca

vati

on

Cla

ssif

icat

ion

Sam

ple

Typ

e

Mo

istu

re C

on

dit

ion

Co

nsi

sten

cy/D

ensi

ty

GW

T Le

vel


E SP Sand mixtures (poorly graded SANDS): D MDfine to medium grained, white, dry, medium dense, with traces of organics.

0.5E SP Sand mixtures (poorly graded SANDS): D D %age passing 2.36mm: 96

fine to medium grained, orange/brown, dry, %age passing 0.075mm: 2medium dense, trace gravels to 80mm Plasticity Index (%): NP

1.0E SP Sand mixtures (poorly graded SANDS): D VD

fine to medium grained, pale brown, dry, medium dense, trace gravels to 80mm

1.5


fine to medium grained, pale brown, dry, medium dense.


3.0

B



components



Date: 11/02/2021



Job: 102189

STATS/F/005/2012/R0

TEST PIT LOG

Test Pit: TP 7

Sheet 7 of 15






Dep

th (

m)

Ease

of

Exca

vati

on

Cla

ssif

icat

ion

Sam

ple

Typ

e

Mo

istu

re C

on

dit

ion

Co

nsi

sten

cy/D

ensi

ty

GW

T Le

vel


E SP Sand mixtures (poorly graded SANDS): M MDfine to medium grained, grey, dry, medium dense.

0.5


fine to medium grained, pale grey, dry, medium dense.

1.5

2.0E SP Sand mixtures (poorly graded SANDS): M VD

fine to medium grained, brown, moist, medium dense.


3.0



components



Date: 11/02/2021



Job: 102189

STATS/F/005/2012/R0

TEST PIT LOG

Test Pit: TP 8

Sheet 8 of 15






Dep

th (

m)

Ease

of

Exca

vati

on

Cla

ssif

icat

ion

Sam

ple

Typ

e

Mo

istu

re C

on

dit

ion

Co

nsi

sten

cy/D

ensi

ty

GW

T Le

vel


E SP Sand mixtures (poorly graded SANDS): M Dfine to medium grained, grey, dry, medium dense.

0.5

1.0

1.5E SP Sand mixtures (poorly graded SANDS): M D

fine to medium grained, dark brown, moist, medium dense.

2.0E SP Sand mixtures (poorly graded SANDS): W D

fine to medium grained, dark brown, wet, medium dense.


3.0



components



Date: 11/02/2021



Job: 102189

STATS/F/005/2012/R0

TEST PIT LOG

Test Pit: TP 9

Sheet 9 of 15






Dep

th (

m)

Ease

of

Exca

vati

on

Cla

ssif

icat

ion

Sam

ple

Typ

e

Mo

istu

re C

on

dit

ion

Co

nsi

sten

cy/D

ensi

ty

GW

T Le

vel


E SP Sand mixtures (poorly graded SANDS): D MDfine to medium grained, pale grey, dry, medium dense, with traces of organics.

0.5


fine to medium grained, pale grey, moist, medium dense.


fine to medium grained, black/dark grey, wet, medium dense.


fine to medium grained, black, wet,medium dense.


3.0



components



Date: 11/02/2021



Job: 102189

STATS/F/005/2012/R0

TEST PIT LOG

Test Pit: TP 10

Sheet 10 of 15






Dep

th (

m)

Ease

of

Exca

vati

on

Cla

ssif

icat

ion

Sam

ple

Typ

e

Mo

istu

re C

on

dit

ion

Co

nsi

sten

cy/D

ensi

ty

GW

T Le

vel


E SP Sand mixtures (poorly graded SANDS): D MDfine to medium grained, white/pale grey, dry, medium dense, with traces of organics.

0.5


fine to medium grained, pale brown, dry, medium dense, trace gravels.

1.5

2.0E SP Sand mixtures (poorly graded SANDS): D MD %age passing 2.36mm: 100

fine to medium grained, brown, dry, %age passing 0.075mm: 0medium dense, trace gravels. Plasticity Index (%): NP


3.0

B



components



Date: 11/02/2021



Job: 102189

STATS/F/005/2012/R0

TEST PIT LOG

Test Pit: TP 11

Sheet 11 of 15





Time: 2:00pm Weather: Fine

Dep

th (

m)

Ease

of

Exca

vati

on

Cla

ssif

icat

ion

Sam

ple

Typ

e

Mo

istu

re C

on

dit

ion

Co

nsi

sten

cy/D

ensi

ty

GW

T Le

vel


E SP Sand mixtures (poorly graded SANDS): D MDfine to medium grained, pale grey/white, dry, medium dense.

0.5


fine to medium grained, black/dark brown, moist, medium dense.

1.5%age passing 2.36mm: 99%age passing 0.075mm: 5Plasticity Index (%): NP

2.0

2.3Test pit terminated at depth of 2.3m due to refusal on very dense soil layer.

2.5

3.0

B



components



Date: 11/02/2021



Job: 102189

STATS/F/005/2012/R0

TEST PIT LOG

Test Pit: TP 12

Sheet 12 of 15






Dep

th (

m)

Ease

of

Exca

vati

on

Cla

ssif

icat

ion

Sam

ple

Typ

e

Mo

istu

re C

on

dit

ion

Co

nsi

sten

cy/D

ensi

ty

GW

T Le

vel


E SP Sand mixtures (poorly graded SANDS): D MDfine to medium grained, pale grey/white, dry, medium dense.

0.5


fine to medium grained, pale grey/white, moist, medium dense.




fine to medium grained, dark grey, wet, medium dense.


3.0



components



Date: 11/02/2021



Job: 102189

STATS/F/005/2012/R0

TEST PIT LOG

Test Pit: TP 13

Sheet 13 of 15






Dep

th (

m)

Ease

of

Exca

vati

on

Cla

ssif

icat

ion

Sam

ple

Typ

e

Mo

istu

re C

on

dit

ion

Co

nsi

sten

cy/D

ensi

ty

GW

T Le

vel


E SP Sand mixtures (poorly graded SANDS): D MDfine to medium grained, white/pale grey, dry, medium dense.

0.5

1.0


fine to medium grained, grey, dry, medium dense.


fine to medium grained, white/pale grey, dry, medium dense.


3.0



components



Date: 11/02/2021



Job: 102189

STATS/F/005/2012/R0

TEST PIT LOG

Test Pit: TP 14

Sheet 14 of 15






Dep

th (

m)

Ease

of

Exca

vati

on

Cla

ssif

icat

ion

Sam

ple

Typ

e

Mo

istu

re C

on

dit

ion

Co

nsi

sten

cy/D

ensi

ty

GW

T Le

vel


E SP Sand mixtures (poorly graded SANDS): D MDfine to medium grained, white/pale grey, dry, medium dense.


fine to medium grained, grey, dry, medium dense.

1.0

1.5E SP Sand mixtures (poorly graded SANDS): D D

fine to medium grained, brown, dry, medium dense.




3.0



components



Date: 11/02/2021



Job: 102189

STATS/F/005/2012/R0

TEST PIT LOG

Test Pit: TP 15

Sheet 15 of 15






Dep

th (

m)

Ease

of

Exca

vati

on

Cla

ssif

icat

ion

Sam

ple

Typ

e

Mo

istu

re C

on

dit

ion

Co

nsi

sten

cy/D

ensi

ty

GW

T Le

vel


E SP Sand mixtures (poorly graded SANDS): M MDfine to medium grained, pale grey, dry, medium dense, grass cover

0.5

1.0E SP Sand mixtures (poorly graded SANDS): D MD %age passing 2.36mm: 99

fine to medium grained, pale brown/white, dry, %age passing 0.075mm: 2medium dense. Plasticity Index (%): NP

1.5

2.0


3.0

B



components



Date: 11/02/2021



Job: 102189

STATS/F/005/2012/R0


Appendices

Appendix 3: Dynamic Cone Penetrometer (DCP) Results


STATS/F/007/2014/R2






DYNAMIC CONE PENETROMETER (DCP) TEST RESULTS

Project Info Spatial Info

Job No: 102189 Coordinates: See Test Pit Log Northing (m)

Client: AIC, c/o Marocchi Engineering Group See Test Pit Log Easting (m)

Project: Proposed Redevelopment Surface RL (m): N/A

Site: L137(#238), L138(#230) Henley St, L136(#26) Asturian Drive

Datum: N/A

Operator Info

Date Test: 11/02/2021 Tested by: ST / YY

Standard: AS 1289.6.3.2 Sand, Table 6.4.6.1(B), HB 160-2006

Reference: DCP1 DCP2 DCP3 DCP4 DCP5

Penetration Resistance - Blows/100mm:

Depth below ground level test commenced

0 – 50

50 – 150 SEAT SEAT SEAT SEAT SEAT

150 – 250 1 2 1 1 1

250 – 350 3 2 2 2 2

350 – 450 3 2 2 2 3

450 – 550 4 3 2 2 5

550 – 650 3 3 2 3 3

650 – 750 2 3 2 4 2

750 – 850 3 3 2 2 3

850 – 950 2 3 2 2 4

950 – 1050 2 3 3 3 4

1050 – 1150 3 3 1 3 4

Density Classification:


0 – 50


150 – 250 L L L L L

250 – 350 MD L L L L

350 – 450 MD L L L MD

450 – 550 D MD L MD D

550 – 650 MD MD L MD MD

650 – 750 L MD L MD L

750 – 850 MD MD L MD MD

850 – 950 L MD L MD D

950 – 1050 L MD MD MD D

1050 – 1150 MD MD L MD D

As per HB 160-2006, Table 6.4.6.1 (B), Correlation of Sand Density to DCP results

Description: VD=Very Dense D=Dense MD=Medium Dense L=Loose VL=Very Loose

Blows: > 8 4-8 2-3 1 - 2 < 1


STATS/F/007/2014/R2












Datum: N/A

Operator Info



Reference: DCP6 DCP7 DCP8 DCP9 DCP10



0 – 50


150 – 250 1 3 2 1 1

250 – 350 1 3 2 1 1

350 – 450 2 3 2 2 2

450 – 550 2 2 4 2 2

550 – 650 2 4 4 3 2

650 – 750 3 3 5 3 2

750 – 850 4 7 6 3 3

850 – 950 4 10 6 3 3

950 – 1050 6 7 4 5 3

1050 – 1150 6 6 5 5 3



0 – 50


150 – 250 L MD L L L

250 – 350 L MD L L L

350 – 450 L MD L L L

450 – 550 L L D L L

550 – 650 L D D MD L

650 – 750 MD MD D MD L

750 – 850 D D D MD MD

850 – 950 D VD D MD MD

950 – 1050 D D D D MD

1050 – 1150 D D D D MD



Blows: > 8 4-8 2-3 1 - 2 < 1


STATS/F/007/2014/R2












Datum: N/A

Operator Info



Reference: DC11 DCP12 DCP13 DCP14 DCP15



0 – 50


150 – 250 1 1 1 2 < 1

250 – 350 1 2 1 2 2

350 – 450 2 2 2 2 2

450 – 550 3 2 2 2 2

550 – 650 3 2 2 3 2

650 – 750 3 4 2 3 2

750 – 850 3 7 3 3 2

850 – 950 3 4 3 3 3

950 – 1050 3 3 3 4 3

1050 – 1150 3 4 2 4 3



0 – 50


150 – 250 L L L L VL

250 – 350 L L L L L

350 – 450 L L L L L

450 – 550 MD L L L L

550 – 650 MD L L MD L

650 – 750 MD D L MD L

750 – 850 MD D MD MD L

850 – 950 MD D MD MD MD

950 – 1050 MD MD MD D MD

1050 – 1150 MD D L D MD



Blows: > 8 4-8 2-3 1 - 2 < 1



Appendices

Appendix 4: Field Infiltration Test Results


FIELD PERMEABILITY TEST

Client:

Project No:

Project:

Location:

Test Procedure:

Test Depth:

Time:

Date:

Latitude: South

Longitude : East

Weather:

Input Parameters

5.0 5.00 0.36 0.754 0.093 X 35.22

* X = Combined reservoir cross sectional area

* Y= inner reservior only

* α= constant based on soil type (adapted from Elrick et al., 1989)

6.30E-03 cm/s

1.75E-02 cm2/s

5.44 m/d

Notes

Date:

Date:

NAGround Surface RL

(m AHD):

115° 58' 46"

Field-saturated hydraulic conductivity Kfs:

Matrix flux potential Øm:


ST / YY

α*Head H

(cm)

In-situ Permeability (Guelph Permeameter - One Head Method)

2.074

NADatum:31° 48' 25"

Shape Factor Constants, C

(based on a* value)

Reservoir Constant

(cm2)

Tested By:11-Feb-21

Close to TP1

60

IFT1

Well Diameter (mm)

Test PitAIC, c/o Marocchi Engineering Group

102189

Approved by: Aidan Seck 21/02/2021

21/02/2021

ASTM D 5126-90

Proposed Redevelopment at Henley Brook

Prepared by: Yuying Yao

Test ID:

500mm

L137(#238), L138(#230) Henley St, L136(#26) Asturian Dr

10:00 AM

SANDSSoil Description:

Well radius

"a" (cm)

Fine

-2

0

2

4

6

8

10

12

14

16

18

0.00 0.50 1.00 1.50 2.00 2.50 3.00

Rat

e o

f W

ate

r Le

vel C

han

ge (

cm/m

in)

Elapsed Time (minutes)

Rate of Water Level Change -V- Elapsed Time


Client:

Project No:

Project:

Location:

Test Procedure:

Test Depth:

Time:

Date:

Latitude: South

Longitude : East

Weather:

Input Parameters

5.0 5.00 0.36 0.754 0.093 X 35.22




4.41E-03 cm/s

1.23E-02 cm2/s

3.81 m/d

Notes

Date:

Date:

ASTM D 5126-90



Test ID:

500mm


11:45 AM


Well radius

"a" (cm)

Fine


21/02/2021


2.074

NADatum:31° 48' 20"


(based on a* value)

Reservoir Constant

(cm2)

Tested By:11-Feb-21

Close to TP2

60

IFT2

Well Diameter (mm)


102189

ST / YY

α*Head H

(cm)

NAGround Surface RL

(m AHD):

115° 58' 39"




0

2

4

6

8

10

12

0.00 0.50 1.00 1.50 2.00 2.50 3.00

Rat

e o

f W

ate

r Le

vel C

han

ge (

cm/m

in)




Client:

Project No:

Project:

Location:

Test Procedure:

Test Depth:

Time:

Date:

Latitude: South

Longitude : East

Weather:

Input Parameters

5.0 5.00 0.36 0.754 0.093 X 35.22




2.98E-03 cm/s

8.27E-03 cm2/s

2.57 m/d

Notes

Date:

Date:

ASTM D 5126-90



Test ID:

500mm


1:15 PM


Well radius

"a" (cm)

Fine


21/02/2021


2.074

NADatum:31° 48' 16"


(based on a* value)

Reservoir Constant

(cm2)

Tested By:11-Feb-21

Close to TP3

60

IFT3

Well Diameter (mm)


102189

ST / YY

α*Head H

(cm)

NAGround Surface RL

(m AHD):

115° 58' 42"




0

1

2

3

4

5

6

7

0.00 0.50 1.00 1.50 2.00 2.50 3.00

Rat

e o

f W

ate

r Le

vel C

han

ge (

cm/m

in)




Client:

Project No:

Project:

Location:

Test Procedure:

Test Depth:

Time:

Date:

Latitude: South

Longitude : East

Weather:

Input Parameters

5.0 5.00 0.36 0.754 0.093 X 35.22




3.85E-03 cm/s

1.07E-02 cm2/s

3.32 m/d

Notes

Date:

Date:

ASTM D 5126-90



Test ID:

500mm


12:45 PM


Well radius

"a" (cm)

Fine


21/02/2021


2.074

NADatum:31° 48' 12"


(based on a* value)

Reservoir Constant

(cm2)

Tested By:11-Feb-21

Close to TP4

60

IFT4

Well Diameter (mm)


102189

ST / YY

α*Head H

(cm)

NAGround Surface RL

(m AHD):

115° 58' 43"




0

0.5

1

1.5

2

2.5

3

3.5

4

4.5

0.00 0.50 1.00 1.50 2.00 2.50 3.00 3.50 4.00

Rat

e o

f W

ate

r Le

vel C

han

ge (

cm/m

in)




Client:

Project No:

Project:

Location:

Test Procedure:

Test Depth:

Time:

Date:

Latitude: South

Longitude : East

Weather:

Input Parameters

5.0 5.00 0.36 0.754 0.093 X 35.22




4.78E-03 cm/s

1.33E-02 cm2/s

4.13 m/d

Notes

Date:

Date:

ASTM D 5126-90



Test ID:

500mm


1:30 PM


Well radius

"a" (cm)

Fine


21/02/2021


2.074

NADatum:31° 48' 14"


(based on a* value)

Reservoir Constant

(cm2)

Tested By:11-Feb-21

Close to TP5

60

IFT5

Well Diameter (mm)


102189

ST / YY

α*Head H

(cm)

NAGround Surface RL

(m AHD):

115° 58' 49"




0

1

2

3

4

5

6

7

0.00 0.50 1.00 1.50 2.00 2.50 3.00 3.50 4.00

Rat

e o

f W

ate

r Le

vel C

han

ge (

cm/m

in)




Client:

Project No:

Project:

Location:

Test Procedure:

Test Depth:

Time:

Date:

Latitude: South

Longitude : East

Weather:

Input Parameters

5.0 5.00 0.36 0.754 0.093 X 35.22




6.14E-03 cm/s

1.71E-02 cm2/s

5.30 m/d

Notes

Date:

Date:

ASTM D 5126-90



Test ID:

500mm


10:15 AM


Well radius

"a" (cm)

Fine


21/02/2021


2.074

NADatum:31° 48' 17"


(based on a* value)

Reservoir Constant

(cm2)

Tested By:11-Feb-21

Close to TP6

60

IFT6

Well Diameter (mm)


102189

ST / YY

α*Head H

(cm)

NAGround Surface RL

(m AHD):

115° 58' 47"




-5

0

5

10

15

20

25

30

35

0.00 0.50 1.00 1.50 2.00 2.50 3.00 3.50 4.00

Rat

e o

f W

ate

r Le

vel C

han

ge (

cm/m

in)




Appendices

Appendix 5: Laboratory Test Results


Client : STATS Australia Pty Ltd Report Number:

Address : 1/24 Baile Road, Canning Vale, WA, 6155 Report Date :

Project Name : Proposed Educational Establishment Order Number :

Project Number : PE-101791 Test Method :

Location: Henley Brook

Sample Number : S21-152

Sampling Method : AS1289.1.2.1 Clause 6.5.4 (Machine Pit or Trench)

Sampled By : Samuel Thomas

Date Sampled : 11/02/2021

Date Tested : 16/02/2021

Material Type : Soil Sample

Material Source : Test Pit

Remarks : STATS Australia Pty Ltd Project Number 102189

19.0 100

9.5 100

4.75 100

2.36 100

1.18 100

0.600 89

0.425 61

0.300 30

0.150 8

0.075 7

Particle Size Distribution Report

SAMPLE LOCATION

TP1

2.0-2.5m

PE-101791 - 1

23/02/2021

AS1289.3.6.1

Specification Number :

1

Page 1 of 6

Test Number :

Lot Number :

Document Code RF141-7

AS Sieve

Size(mm)

Percent

Passing

Specification

Limits

#REF!

Accredited for compliance with ISO/IEC 17025 - Testing.

APPROVED SIGNATORY

NATA Accreditation Number

Ryan Donaldson - Geotechnical Engineer

19186 Site Number 21714














19.0 100

9.5 100

4.75 100

2.36 100

1.18 100

0.600 80

0.425 46

0.300 24

0.150 6

0.075 3

Test Number : 2


PE-101791 - 1

23/02/2021

AS1289.3.6.1

Page 2 of 6

SAMPLE LOCATION

TP4

0.2-0.5m

Lot Number :


AS Sieve

Size(mm)

Percent

Passing

Specification

Limits


#REF!


APPROVED SIGNATORY

















53 100

37.5 98

19.0 96

9.5 96

4.75 96

2.36 96

1.18 96

0.600 85

0.425 60

0.300 30

0.150 4

0.075 2

Test Number : 3


PE-101791 - 1

23/02/2021

AS1289.3.6.1

Page 3 of 6

SAMPLE LOCATION

TP6

0.5-1.0m

Lot Number :


AS Sieve

Size(mm)

Percent

Passing

Specification

Limits


#REF!


APPROVED SIGNATORY

















19.0 100

9.5 100

4.75 100

2.36 100

1.18 100

0.600 84

0.425 53

0.300 24

0.150 2

0.075 0

Test Number : 4


PE-101791 - 1

23/02/2021

AS1289.3.6.1

Page 4 of 6

SAMPLE LOCATION

TP10

2.0-2.5m

Lot Number :


AS Sieve

Size(mm)

Percent

Passing

Specification

Limits


#REF!


APPROVED SIGNATORY

















37.5 100

19.0 99

9.5 99

4.75 99

2.36 99

1.18 99

0.600 84

0.425 53

0.300 27

0.150 7

0.075 5

Test Number : 5


PE-101791 - 1

23/02/2021

AS1289.3.6.1

Page 5 of 6

SAMPLE LOCATION

TP11

1.5-2.0m

Lot Number :


AS Sieve

Size(mm)

Percent

Passing

Specification

Limits


#REF!


APPROVED SIGNATORY

















37.5 100

19.0 99

9.5 99

4.75 99

2.36 99

1.18 99

0.600 93

0.425 71

0.300 37

0.150 4

0.075 2

Test Number : 6


PE-101791 - 1

23/02/2021

AS1289.3.6.1

Page 6 of 6

SAMPLE LOCATION

TP15

1.0-1.5m

Lot Number :


AS Sieve

Size(mm)

Percent

Passing

Specification

Limits


#REF!


APPROVED SIGNATORY




Client : STATS Australia Pty Ltd Report Number: PE-101791 - 3

Address : 1/24 Baile Road, Canning Vale, WA, 6155 Report Date : 23/02/2021

Project Name : Proposed Educational Establishment

Project Number : PE-101791


Sample Number : S21-152 S21-153 S21-154 S21-155

Test Number : 1 2 3 4

Date Sampled : 11/02/2021 11/02/2021 11/02/2021 11/02/2021

Date Tested : 23/02/2021 23/02/2021 23/02/2021 23/02/2021

Sampled By : Samuel Thomas Samuel Thomas Samuel Thomas Samuel Thomas

Sampling Method :AS1289.1.2.1 Clause 6.5.4

(Machine Pit or Trench)

AS1289.1.2.1 Clause 6.5.4


AS1289.1.2.1 Clause 6.5.4


AS1289.1.2.1 Clause 6.5.4


Material Source : Test Pit Test Pit Test Pit Test Pit

Material Type : Soil Sample Soil Sample Soil Sample Soil Sample

Sample Location : TP1 TP4 TP6 TP10

2.0-2.5m 0.2-0.5m 0.5-1.0m 2.0-2.5m

Lot Number :

Moisture Method : AS1289.2.1.1 AS1289.2.1.1 AS1289.2.1.1 AS1289.2.1.1

Sample History : Drying Cabinet Drying Cabinet Drying Cabinet Drying Cabinet

Sample Preparation : Dry Dry Dry Dry

Notes : No Cracking or Crumbling No Cracking or Crumbling No Cracking or Crumbling No Cracking or Crumbling

Mould Length (mm) : N/A N/A N/A N/A

Liquid Limit (%) : Not Obtainable Not Obtainable Not Obtainable Not Obtainable

Plastic Limit (%) : Not Obtainable Not Obtainable Not Obtainable Not Obtainable

Plasticity Index (%) : NP (Non Plastic) NP (Non Plastic) NP (Non Plastic) NP (Non Plastic)

Linear Shrinkage (%) : N/A N/A N/A N/A


Liquid Limit - Max :

Plasticity Index - Max :

Linear Shrinkage - Max :

Remarks :



Atterberg Limits Report

APPROVED SIGNATORY



Page 1 of 2

NATA Accreditation Number :

SPECIFICATION DETAILS

STATS Australia Pty Ltd Project Number 102189

Test Method :AS1289.3.1.2; 3.2.1; 3.3.1;

3.4.1



Project Name : Proposed Educational Establishment

Project Number : PE-101791


Sample Number : S21-156 S21-157

Test Number : 5 6

Date Sampled : 11/02/2021 11/02/2021

Date Tested : 23/02/2021 23/02/2021

Sampled By : Samuel Thomas Samuel Thomas

Sampling Method :AS1289.1.2.1 Clause 6.5.4


AS1289.1.2.1 Clause 6.5.4


Material Source : Test Pit Test Pit

Material Type : Soil Sample Soil Sample

Sample Location : TP11 TP15

1.5-2.0m 1.0-1.5m

Lot Number :

Moisture Method : AS1289.2.1.1 AS1289.2.1.1

Sample History : Drying Cabinet Drying Cabinet

Sample Preparation : Dry Dry

Notes : No Cracking or Crumbling No Cracking or Crumbling

Mould Length (mm) : N/A N/A

Liquid Limit (%) : Not Obtainable Not Obtainable

Plastic Limit (%) : Not Obtainable Not Obtainable

Plasticity Index (%) : NP (Non Plastic) NP (Non Plastic)

Linear Shrinkage (%) : N/A N/A


Liquid Limit - Max :

Plasticity Index - Max :

Linear Shrinkage - Max :

Remarks :


STATS Australia Pty Ltd Project Number 102189

Atterberg Limits Report

Test Method :AS1289.3.1.2; 3.2.1; 3.3.1;

3.4.1

Page 2 of 2

SPECIFICATION DETAILS


APPROVED SIGNATORY






Project Number : PE-101791 Order Number :

Project Name : Proposed Educational Establishment Test Method : AS1289.6.1.1







Material Source : Test Pit Lot Number :

Material Type : Soil Sample Test Number : 1


Moisture Method : AS1289.2.1.1

Maximum Dry Density (t/m³) : 1.762

Optimum Moisture Content (%) : 14.9

Compactive Effort : Modified

Nominated Percentage of MDD : 95

Nominated Percentage of OMC : 100

Achieved Percentage of MDD : 97

Achieved Percentage of OMC : 87

Dry Density Before Soak (t/m³) : 1.706

Dry Density After Soak (t/m³) : 1.705

Moisture Content Before Soak (%) : 12.9

Moisture Content After Soak (%) : 14.0

Density Ratio After Soak (%) : 97

Field Moisture Content (%) : 0.7

Top Moisture Content - After

Penetration (%) :7.2

Total Moisture Content - After


Soak Condition : Soaked

Soak Period (days) : 4

Swell (%) : 0.0

CBR Surcharge (kg) : 4.5 CBR 2.5mm (%) :

Oversize (%) : 0 CBR 5.0mm (%) :

Oversize Material Replaced (%) : Excluded CBR Value (%) :

Site Selection :


California Bearing Ratio Report ( 1 Point)

APPROVED SIGNATORY



Page 1 of 2


SAMPLE LOCATION

TP1

2.0-2.5m

10 @ 5.0mm

10

9

Soil Description :




Project Number : PE-101791 Order Number :

Project Name : Proposed Educational Establishment Test Method : AS1289.6.1.1










Moisture Method : AS1289.2.1.1

Maximum Dry Density (t/m³) : 1.818

Optimum Moisture Content (%) : 11.8

Compactive Effort : Modified

Nominated Percentage of MDD : 95

Nominated Percentage of OMC : 100

Achieved Percentage of MDD : 95

Achieved Percentage of OMC : 99

Dry Density Before Soak (t/m³) : 1.723

Dry Density After Soak (t/m³) : 1.725

Moisture Content Before Soak (%) : 11.7

Moisture Content After Soak (%) : 15.7

Density Ratio After Soak (%) : 95

Field Moisture Content (%) : 6.3

Top Moisture Content - After


Total Moisture Content - After


Soak Condition : Soaked

Soak Period (days) : 4

Swell (%) : 0.0

CBR Surcharge (kg) : 4.5 CBR 2.5mm (%) :

Oversize (%) : 1 CBR 5.0mm (%) :

Oversize Material Replaced (%) : Excluded CBR Value (%) :

Site Selection :


California Bearing Ratio Report ( 1 Point)

Page 2 of 2

SAMPLE LOCATION

TP11

1.5-2.0m

17

16

17 @ 2.5mm

Soil Description :


APPROVED SIGNATORY







Project Number : PE-101791 Test Method : AS1289.5.2.1









Remarks : STATS Australia Pty Ltd Project Number 102189 Moisture Method : AS1289.2.1.1

Maximum Size (mm) : 19.0 1.75

Oversize Dry (%) : 0 22.0

Oversize Density (t/m³) :



Moisture Density Relationship Report

APPROVED SIGNATORY



Page 1 of 2


SAMPLE LOCATION

TP1

2.0-2.5m

Maximum Dry Density (t/m³) :

Optimum Moisture Content (%) :




Project Number : PE-101791 Test Method : AS1289.5.2.1









Remarks : STATS Australia Pty Ltd Project Number 102189 Moisture Method : AS1289.2.1.1

Maximum Size (mm) : 19.0 1.82

Oversize Dry (%) : 1 12.0

Oversize Density (t/m³) :


Moisture Density Relationship Report

Page 2 of 2

SAMPLE LOCATION

TP11

1.5-2.0m

Maximum Dry Density (t/m³) :

Optimum Moisture Content (%) :


APPROVED SIGNATORY





Photographs

Photos 1 - 26: Site photographs


AIC, c/o Marocchi Engineering Group Page 1 of 13 Proposed Educational Establishment STATS/F/029/2012/R0 L137(#238), L138(#230) Henley St and L136(#26) Asturian Dr, Henley Brook

Photo 1: Excavation work at TP1 location, L138(#230) Henley St, Henley Brook.

5.5T Excavator with 300mm Auger carried out all test pitting work.

Photo 2: View of excavated soil, showing Sand mixtures (poorly graded SANDS). TP1

terminated at the target depth of 2.5m.


Photo 3: Field Permeability Test has been carried out at proposed IFT1 location (close to TP1).

Photo 4: Carried out DCP tests at all proposed location.


Photo 5: View of test pitting work at TP2 location.

Photo 6: View of excavated soil, showing Sand mixtures (poorly graded SANDS). TP2 terminated at

the target depth of 2.5m.


Photo 7: Overall view of proposed TP3 location.

Photo 8: Close up view of Test pit.


Photo 9: Test pitting work at TP4 location. TP3 terminated at the target depth of 2.5m.



Photo 11: Excavation work at TP6 location, L137(#238) Henley St, Henley Brook.

TP6 terminated at target depth of 2.5m, showing white/light grey Sand mixtures.



Photo 13: Excavated soil material from TP8 location, showing different color Sand mixtures.



Photo 15: Field Permeability Test has been carried out at IFT2 location (close to TP9).



Photo 17: Field Permeability Test has been carried out at all six (x6) proposed IFT locations.

Photo 18: Excavation work at TP11 location, L136(#26) Asturian Dr, Henley Brook.

TP11 terminated at target depth of 2.3m due to very dense soil layer.



Photo 20: Carried out DCP tests at all proposed location.





Photo 23: Close up view of excavated soil material from TP14, showing Sand mixtures.



Photo 25: Close up view of TP15, showing Sand mixtures till the end of test pit, and organics (roots

and grass) at shallow depth.

Photo 26: Reinstate the test pit locations using removed spoils.