wickham splash pad at wickham, wa - safeway building

WICKHAM SPLASH PAD AT WICKHAM, WA

ABN: 90 016 537 577 Unit 1/24 Baile Road, Canning Vale, WA 6155 www.statswa.com.au

Tel: 08 9455 3654 Fax: 08 9455 3709

Geotechnical Investigation Work

Prepared for

City of Karratha

http://www.statswa.com.au/

Document History and Status

Title: Wickham Splash Pad

Job Number: 101032

Issue Date: 26/10/2016

Internal File ID: S:\A - STATS Client & Projects\City of Karratha\101032 (Quo2667) Wickham Splash Pad, Wickham\Report

Revision: 0

Status: Final

Issued to: City of Karratha

Author: MK

Reviewer: AS

Approval: AS

Distribution List for this Report Hard Copy Soft Copy

City of Karratha Nil 1 pdf, Email

STATS Nil 1 pdf, Server

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

Table of Contents

EXECUTIVE SUMMARY ...................................................................................................................... i

1.0 INTRODUCTION ................................................................................................................... 1 2.0 SCOPE OF INVESTIGATION .................................................................................................. 1 3.0 SITE CHARACTERISTICS ........................................................................................................ 1

3.1 Geology ........................................................................................................................... 1 4.0 SITE DESCRIPTION ................................................................................................................ 1 5.0 FIELD PROGRAMME ............................................................................................................. 2

5.1 Test Pit Logs .................................................................................................................... 2 5.2 Dynamic Cone Penetrometer ......................................................................................... 2 5.3 Laboratory Work ............................................................................................................. 2

6.0 SITE CLASSIFICATION ........................................................................................................... 4 7.0 CONSTRUCTION STAGE SUPERVISION AND CERTIFICATION .............................................. 4 8.0 GENERAL EARTHWORKS ...................................................................................................... 5 9.0 EFFECTS OF SITE WORKS ON CLASSIFICATION ................................................................... 6 10.0 SITE MAINTENANCE ............................................................................................................. 6 11.0 EARTHQUAKE DESIGN ......................................................................................................... 7 12.0 REFERENCES ......................................................................................................................... 7

Figures

Figure 1: Test Locations.

Appendices Appendix 1: Notes Relating to this Report and Soil and Rock Description Sheet. Appendix 2: Test Pit Logs. Appendix 3: DCP Test Results. Appendix 4: Laboratory Test Certificates. Appendix 5: pHF and pHFox and SPOCAS Test Certificates.

Photographic Survey

Site Photographs: Photographs 1-5.

City of Karratha Page i of i Wickham Splash Pad 26/10/2016 Geotechnical Investigation Work 101032.AS

EXECUTIVE SUMMARY

Specialist Testing and Technical Services (STATS) was engaged by Mr. Craig Boyce, on behalf of City of Karratha (the Client), to conduct a Geotechnical Investigation Work, involving test pit dipping, sampling, and laboratory tests at the Wickham Splash Pad, Wickham, WA. The purpose of the investigation was to provide a Site Classification for the site, in accordance to the requirements of AS2870-2011. STATS carried out a review and assessment of the field work and laboratory test findings. Subsurface probing was carried out at a total of three (x3) locations over the proposed development, as shown in Figure 1 and identified as Test Pits (TP) 1, 2 and 3.

Findings The site soil profile encountered across TP 1 to TP 3 consisted of a SANDS (FILL); fine grained, red, dry, loose, overlaying predominantly silty SANDS with gravels; medium grained, red, dry, very dense and containing gravels and cobbles up to 60mm in size till target depth of 2.3m. At TP 2, the test pit terminated at a depth of 1.0m due to the encounter of a layer of reinforced concrete, which is suspected to be a protective layer over some unknown services that were not marked on the Dial Before U Dig / Service drawings.

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 was generally found to be “Very Dense”, with greater than 30 blows/mm at TP 1 and 3, whilst at TP 2, the DCP test was abandoned due to presence of suspected underground services. The site is currently assigned a Site Classification of “P” in accordance with the definitions provided in the Australian Standard AS2870 -2011. However once the site preparation is done and the compaction is certified the site can be assigned a classification of “S”. The pHF and pHFOX results from the field pH test did not reveal any potential ASS issues for all except for the sample located at the depth of 0.5m whereby the result revealed an indicative of PASS with the

pH greater than 2.0. A subsequent SPOCAS analysis carried out on this sample however revealed that the potential for acid generation was below the DEC action criteria. Earthworks for site preparation shall be carried out in accordance with AS 3798-2007.

City of Karratha Page 1 of 7 Wickham Splash Pad 26/10/2016 Geotechnical Investigation Work 101032.AS

1.0 INTRODUCTION 1.1 The following is a Geotechnical Investigation report for the Wickham Splash Pad. 1.2 The investigation was commissioned by Mr. Craig Boyce, on behalf of City of Karratha (the

Client). 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. 1.4 The site investigation was carried out on 14th October 2016. 1.5 It is our understanding that the site is for the construction of a splash pad, and outdoor wet

play area for children.

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

Mobilisation and demobilisation crew and equipment to site.

Carry out test pitting work, to a depth of 3m or refusal, at three (x3) locations around the proposed development, presented in Figure 1.

Log, USC of soil samples from the test pits. Conduct DCP tests inside the test pits, to a depth of 0.9m, to determine the material

consistency versus depths. The investigation works shall be conducted using a hand auger/ mechanical auger or back

hoe machinery. Provision of excavator and operator for the works shall be arranged by the Client. Test pits positioned in accordance with AS2870 section 2.3.4. Test pit logging of soil strata and observations for ground water. Associated bulk sampling of soil strata as required.

3.0 SITE CHARACTERISTICS 3.1 Geology 3.1.1 A review of the 1:250,000 Environmental Geology Map of Roebourne indicates that the site is

situated on Colluvium – sand, silt and gravel in outwash fans; scree and talus; proximal mass wasting deposits.

4.0 SITE DESCRIPTION 4.1 The proposed development shall be situated over the existing basketball court area inside the

premises of the Wickham Community Hub.

4.2 The drainage of the site surface is classed as “Good” at the time of investigation.


4.3 The general level around the proposed development is described as flat, with the local site level described as being flat.

5.0 FIELD PROGRAMME

5.1 Test Pit Logs 5.1.1 The site soil profile encountered across TP 1 to TP 3 consisted of a SANDS (FILL); fine grained,

red, dry, loose, overlaying predominantly silty SANDS with gravels; medium grained, red, dry, very dense and containing gravels and cobbles up to 60mm in size till target depth of 2.3m.

5.1.2 At TP 2, the test pit terminated at a depth of 1.0m due to the encounter of a layer of reinforced concrete, which is suspected to be a protective layer over some unknown services that were not marked on the Dial Before U Dig / Service drawings.

5.1.3 The test pit logs are presented in Appendix 2.

5.1.4 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 at 0.05m below the ground surface

for each test pit location to determine the soil consistency.

Based on the Soils Testing Handbook of Australian Standard, Table 6.4.6.1 (Correlation of DCP

Blow Count with Relative Density), the density of the soils was generally found to be “Very Dense”, with greater than 30 blows/mm at TP 1 and 3, whilst at TP 2, the DCP test was abandoned due to presence of suspected underground services.

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

5.3 Laboratory Work 5.3.1 Laboratory tests are carried out based on Australian Standards 1289 and were performed at

STATSWA Laboratory, Karratha. 5.3.2 Bulk samples were taken to determine the physical properties of the in situ soils material. 5.3.3 The laboratory test program consists of the following:

Atterberg Limits,

Particle Size Distribution,

Field Acid Sulphate Soils Assessment.

5.3.4 The laboratory test results are presented in Appendix 4. A summary of the laboratory test findings are presented in Table 1.


Table 1: Summary of Laboratory Tests

Test Pit ID TP 1 TP 2

Depth (m) 0.2 – 1.8 0.2 – 1.0

Liquid Limit (%) 19 19

Plastic Limit (%) NO NO

Plasticity Index (%) NP NP

Linear Shrinkage (%) 0.5 0.0

Remarks: N/O - Non Obtainable NP - Non Plastic

5.4 Preliminary Acid Sulphate Soils (ASS) Assessment 5.4.1 Preliminary ASS field testing was undertaken was observed to be under a “low” risk in

accordance to WA Atlas Acid Sulphate Soil Risk Map and the proposed development infrastructure not exceeding 3 metres in depth.

5.4.2 No odour indicators, colour indicators or waterlogged soils were observed during the investigation in the natural soil material indicating Actual or Potential ASS not to be present on site.

5.4.3 An ASS Field Screening Analysis was conducted on samples taken from TP1, at depth intervals of 0.25m, from depths of 0.25m to 2.0m. The findings revealed the following:

None of the samples indicate the soils is naturally acidic.

None of the samples are indicative of actual acid sulphate soil (AASS), with all sample results greater than pHF of 7.8.

None of the samples are indicative of potential acid sulphate soil (PASS), with no results less than pHFox of 4.

There is one sample indicative of PASS with the pH greater than 2.0, which is at the depth of 0.5m, but pHF of 8.3.

5.4.4 A subsequent SPOCAS analysis carried out on the sample at depth of 0.5m however revealed that the potential for acid generation was below the DEC action criteria.

5.4.5 The ASS laboratory test results are presented in Appendix 5.

5.4.6 An ASS precinct map of Wickham suburb from the Department of Water is given in Plate 1, which revealed the site to be within a category of low to moderate risk of ASS occurring.


6.0 SITE CLASSIFICATION 6.1 The site is currently assigned a Site Classification of “P” in accordance with the definitions

provided in the Australian Standard AS2870 -2011. However once the site preparation is done and the compaction is certified the site can be assigned a classification of “S”.

6.2 For the soil profile encountered and based on the results of the laboratory tests carried out,

the characteristic surface movement (Ys Value) for the site was assessed at 0 mm < ys < 20 mm, due to seasonal moisture changes in the subsurface material.

7.0 CONSTRUCTION STAGE SUPERVISION AND CERTIFICATION 7.1 The site investigation and subsequent classification has been carried out using a limited

amount of test pits, visual inspection, sampling and testing programme. 7.2 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.

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

Site

Plate 1: DEC ASS Risk Map via Landgate Shared Land Information Portal (SLIP)


7.4 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.

8.0 GENERAL EARTHWORKS 8.1 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.

8.2 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.

8.3 The base of any excavation shall be compacted using a vibrating plate prior to importing of fill or replacing screened site sands material.

8.4 The requirements for the suitability of any fill are outlined below.

8.5 Backfill Materials

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

8.5.2 All structural fill is to be compacted in maximum layers of 350mm (loose) and compacted to achieve the specified minimum density ratio by an approved method.

8.5.3 The plasticity index shall be < 5%.

8.6 Site Compaction

8.6.1 Compaction required to achieve the density requirements is set out in the following Table 2, and shall be conducted in accordance with AS 1289.5.1.1.

Table 2: Compaction Requirements for Fill based on Nuclear Density - MDD

8.6.2 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.

Item Application Compaction Criteria

Min Density Ratio (Cohesive Soils)

Min Density Index (Cohesionless 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%


8.6.3 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 3: Compaction Requirements for Fill based on DCP / 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

8.7 Drainage

8.7.1 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.

8.8 Cut and Fill Batters 8.8.1 Cut and fill batters will be generally stable at 1: 2 (V: H), however batters constructed at 1:3

will enable re-establishment of vegetation and be less prone to damage from wetting, drying and erosion.

9.0 EFFECTS OF SITE WORKS ON CLASSIFICATION 9.1 Any earthworks required in preparing the building platform should be carried out in a

controlled manner in accordance with the recommendations given in Australian Standard AS 3798-2007, “Guidelines on earthworks for commercial and residential developments”.

9.2 The type of fill material used and the depth of fill may also affect the site classification. 9.3 In the event that the site conditions encountered have a different soil profile/materials from

that provided in this report, this office should be contacted immediately. This also applies in the event the site has a fill layer greater than 0.5m in height, to raise the site finished level.

9.4 Any proposal to have a cut or fill on site > 0.5m must be retained by a retaining wall designed

by an appropriately qualified Engineer.

10.0 SITE MAINTENANCE 10.1 We refer the owner to their responsibilities with respect to Site Maintenance. They should

refer to the CSIRO publication “Guide to Home Owners on Foundation Maintenance and Footing Performance” in Building Technology File Number 18, which is available on line.


10.2 This document outlines important information on the implications of the site classification on foundation design, plumbing, property maintenance, drainage and performance expectations.

11.0 EARTHQUAKE DESIGN 11.1 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.

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

the z factor for Karratha = 0.12.

11.3 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.

11.4 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.

11.5 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.

12.0 REFERENCES

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

AS 1726 - 1993, “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 PTY LTD

Terrence GILL BEng (Civil M.I.E.Aust.

Manager Geotechnical Division.

Aidan Seck BEng (Civil), PE(S), CPEng (Aust), CEng(UK)

Principal Engineer

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: 101032 Wickham Splash Pad

Figures

Figure 1: Proposed test locations

(No of pages including this page: 02)

STATS/F/021/2012/R4

Project Title:

Geotechnical Investigation at

Wickham Splash Pad, WA.

Title: Test locations STATS PTY LTD Unit 1/24 Baile Road, CANNING VALE WA 6155 Tel: 08 9455 3654 Fax: 08 9455 3709 www.statswa.com.au

Figure: 1 Scale: NTS

Date: 21/10/2016 Drawn: MK

Checked: AS Approved: AS

Drawing No: 101032 Rev: 0

Legend

Test Locations (x3)

TP 1

Aerial Photo of Site

TP 2

TP 3



Appendices

Appendix 1: Notes Relating to this Report and Soil and Rock Description Sheet


STATS FORM A/3/2014/REV3

ABN: 90 016 537 577

Unit 1/24 Baile Road, Canning Vale, WA 6155

www.statswa.com.au

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 do 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 advice 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. Contact STATS if you need assistance in this regard.

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STATS/F/1/2014/REV2

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 AS1726-1993, 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 20 mm to 63 mm

Medium 6 mm to 20 mm

Fine 2.36 mm to 6 mm

Sand Coarse 0.6 mm to 2.36 mm

Medium 0.2 mm to 0.6 mm

Fine 0.075 mm to 0.2 mm

Fines Silt 0.002 to 0.075

Clay < 0.002

Moisture Condition:

Symbol Term Description

D Dry Looks and feels dry. Cohesive and cemented soils are hard, brittle, friable or powdery. Un-cemented granular soils run freely through hands.

M Moist Soil feels cool and darker in colour. Cohesive soils can be moulded. Granular soils tend to cohere.

W Wet As for moist but with free water forming on hands when handled.

Consistency and Density of Cohesive Soils (AS 1726 – 1993 and HB160-2006):

Symbol Term Undrained Shear Strength, su (kPa)

Field Guide SPT “N” DCP Blows per 100mm

VS Very Soft 0 to 12 A finger can be pushed well into the soil with little effort

0 to 2 < 1

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

2 to 4 < 1

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

4 to 8 1 to 2

St Stiff 50 to 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 to 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:

0 10 20 30 40 50 60 70 80

40

30

20

CL

Low plasticity clay

Cl

Medium

plasticity

clay

CH

High

plasticity

clay

OH or MH

High liquid

limit silt

OL or ML

Low liquid

limit silt

CL/ML Clay/Silt

OL or ML – Low liquid limit silt

Pla

stic

ity

Ind

ex (

I p),

%

Liquid Limit (WL), %

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


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STATS/F/1/2014/REV2

Consistency and Density of Granular Soils (AS 1726 – 1993 and HB160-2006):

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

VL Very Loose < 15 0 to 4 < 1

L Loose 15 to 35 4 to 10 1 to 2

MD Medium Dense 35 to 65 10 to 30 2 to 3

D Dense 65 to 85 30 to 50 4 to 8

VD Very Dense > 85 > 50 > 8

Minor Components:

Term Assessment Guide Proportion Of Minor Component In:

Trace of 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%

With some

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.

Residual soil Structure and fabric of parent rock not visible.

Transported Soils

Aeolian soil 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 by 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


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STATS/F/1/2014/REV2

Soil Classification Description and Identification:

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

USC Primary Name

CO

AR

SE G

rain

ed

So

ils

(Mo

re t

han

50

% o

f m

ate

rial

less

th

an 6

3m

m is

larg

er

than

0.0

75m

m)

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

2.0

mm

CLE

AN

GR

AV

ELS

(Lit

tle

or

no

fin

es)

Wide range in grain size and substantial amounts of all intermediate particle size.

GW GRAVEL

Predominantly one size or a range of sizes with more intermediate sizes missing.

GP GRAVEL

GR

AV

ELS

WIT

H F

INES

((A

pp

reci

able

Am

ou

nt

of

fin

es)

Non-plastic fines (for identification procedures see ML below). GM SILTY GRAVEL

Plastic fines (for identification procedures see ML below). 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

.0m

m

CEA

N S

AN

DS

(Lit

tle

or

no

fin

es)

Wide range in grain sizes and substantial amounts of all intermediate sizes missing.

SW SAND

Predominantly one size or a range of sizes with some intermediate sizes missing.

SP SAND

SAN

DS

WIT

H F

INES

((

Ap

pre

ciab

le A

mo

un

t o

f

fin

es)

Non-plastic fines (for identification procedures see ML below). SM SILTY SAND

Plastic fines (for identification procedures see CL below). SC CLAYEY SAND

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

50

% o

f m

ate

rial

less

th

an

63

mm

is la

rge

r th

an 0

.07

5mm

)

Identification procedures for fractions < 0.2mm

Dry Strength Dilatancy Toughness

SILT

S &

CLA

YS

Liq

uid

Lim

it <

50

None to Low Quick to Slow None ML SILT

Medium to High None Medium CL CLAY

Low to Medium Slow to very slow Low OL Organic SILT

SILT

S &

CLA

YS

Liq

uid

Lim

it >

50 Low to Medium Slow to very slow Low to medium MH SILT

High None High CH CLAY

Medium to High None 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%.


of 5


www.statswa.com.au

STATS/F/1/2014/REV2

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-

1993.

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 0.6 mm to 2 mm Mainly 0.2 mm to 0.6 mm Mainly 0.06 mm (just visible) to 0.2 mm

Very Low

VL Less than 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.

Classification of Weathering Products

Term Symb

ol Definition Term

Symbol

Point Load Index, Is50

(MPa) Field Guide

Residual Soil RS Soil derived from the weathering of rock, the mass structure and substance fabric are no longer evident, there is a large change in volume by 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, ie. it either disintegrates or can be remoulded in water. Original rock fabric 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

MW The whole of the rock substance is

discoloured, usually by iron

staining or bleaching, to the extent

that the colour of the fresh rock is

no longer recognisable.

Very

High

VH 3 to 10 Hand specimen breaks

after more than one blow

of a pick, rock rings under

hammer.

Moderately

Weathered

Rock

MW The whole of the rock substance is

discoloured, usually by iron

staining or bleaching, to the extent

that the colour of the fresh rock is

no longer recognisable.

Extremely High

EH More than

10

Specimen requires many

blows with geological pick

to break, rock, rings under

hammer.


of 5


www.statswa.com.au

STATS/F/1/2014/REV2

Classification of Weathering Products (Continued)

Term Symbol Definition Term Symbol Point Load Index, Is50

(MPa) Field Guide

Slightly

Weathered

Rock

SW Rock substance affected by

weathering to the extent that partial

staining or partial discolouration of

the rock substance (usually by

limonite) has taken place. The colour

and texture of the fresh rock is

recognisable, strength properties are

essentially those of the fresh rock

substance.

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 substance unaffected by

weathering. 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 AS1726-1993, 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 3

Contractor: Bobford Latitude (S): 20° 40' 39.8476"

Equipment: Bobcat Longtitude (E): 117° 08' 22.9604"

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

Logged by: Rick Carter Datum: N/A

Time: 08.50am Weather: Dry

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

M GC clayey sandy GRAVELS; medium grained, red, dense, M VDcontains subrounded rocks up to 20mm in size.

0.2M SP- poorly graded silty SANDS with gravels; medium %age passing 2.36mm = 58

SM grained, red, dry, very dense, contains subrounded gravels %age passing 0.075mm = 11up to 20mm in size. Liquid Limit: 19%

Plasticity Index: Non Plastic

0.5

1.0

1.5

1.8Increasing presence of cobbles up to max size 60mm.

2.0

2.3TP 1 terminated at refusal depth of 2.3m.

2.5

3.0

Date: 14/10/2016

Project Info Excavation/Drilling Info

Project: Wickham Splash Pad 300mm Auger

Location: Wickham, WA

Coordinates:

Job: 101032

Client: City of Karratha

Material Description

Soil Type, Particle Characteristic or plasticity, colour,

secondary/minor components

B

STATS Pty LtdUnit 1/24 Baile Road, Canning Vale, WA 6155

STATS/F/005/2012/R0

TEST PIT LOG

Test Pit: TP 2

Sheet 2 of 3






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


M SP SANDS (FILL); fine grained, red, dry, loose. D L

0.2M SM poorly graded silty SANDS with gravels; medium %age passing 2.36mm = 58

grained, red, dry, very dense, contains subrounded gravels %age passing 0.075mm = 15up to 40mm in size. Liquid Limit: 19%

Plasticity Index: Non Plastic

0.5

1.0TP 2 terminated at depth of 1.0m due toencounter of reinforced concrete - suspectservices underneath but were not registeredin Dial Before U Dig/Service Drawings.

1.5

2.0

2.5

3.0

Date: 14/10/2016

Project Info Excavation/Drilling Info Coordinates:

Job: 101032







B


STATS/F/005/2012/R0

TEST PIT LOG

Test Pit: TP 3

Sheet 3 of 3






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


M SP SANDS (FILL); fine grained, red, dry, loose. D L

0.2M SM poorly graded silty SANDS with gravels; medium

grained, red, dry, very dense, contains subrounded gravels up to 40mm in size.

0.5

1.0

1.5

2.0

2.3TP 3 terminated at refusal depth of 2.3m.

2.5

3.0

Date: 14/10/2016

Project Info Excavation/Drilling Info Coordinates:

Job: 101032








STATS/F/005/2012/R0


Appendices

Appendix 3: Dynamic Cone Penetrometer (DCP) results


STATS/F/007/2014/R2

STATS Pty Ltd Unit 1/24 Baile Road, Canning Vale, WA 6155

www.statswa.com.au

DYNAMIC CONE PENETROMETER (DCP) TEST RESULTS

Project Info Spatial Info

Job No: 101032 Coordinates: N/A Northing (m)

Client: City of Karratha N/A Easting (m)

Project: Site Classification Surface RL (m): N/A

Site: Wickham Splash Pad Datum: N/A

Operator Info

Date Test: 14/10/16 Tested by: Rick Carter

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

Reference: DCP1 DCP3

Penetration Resistance - Blows/100mm:

Depth below ground level test commenced

0 - 50 SEAT SEAT

50 - 150 > 30 > 30

150 - 250 Refusal Refusal

250 - 350

350 - 450

450 - 550

550 - 650

650 - 750

750 - 850

850 - 950

Density Classification:

Depth below ground level test commenced

0 - 50 SEAT SEAT

50 - 150 Refusal Refusal

150 - 250

250 - 350

350 - 450

450 - 550

550 - 650

650 - 750

750 - 850

850 - 950

Coordinates Latitude (S) Longitude (E)

DCP 1 20° 40’ 39.8476” 117° 08’ 22.9604”

DCP 3 20° 40’ 40.8879” 117° 08’ 23.1819”

Remarks: No DCP was carried out at DCP 2 due to presence of suspected underground services

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

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



Appendices

Appendix 4: Laboratory Test Certificates


Client : STATS Pty Ltd Report Number: KA-1019 - 2/1

Address : 1/24 Baile Road, Canning Vale, WA, 6149 Report Date : 21/10/2016

Project Name : City of Karratha - Job 101032 Site Investigation

Project Number : KA-1019

Location: Proposed Wickham Splash Pad , Wickham

Sample Number : S16-1534 S16-1535

Test Number : 1 2

Date Sampled : 14/10/2016 14/10/2016

Date Tested : 20/10/2016 20/10/2016

Sampled By : Richard Carter Richard Carter

Sampling Method : AS1289.1.2.1 AS1289.1.2.1

Material Source : Insitu Insitu

Material Type : Soil Sample Soil Sample

Sample Location : Test Pit 1 Test Pit 2

0.2m-1.8m 0.2m-1.0m

Lot Number :

Moisture Method : AS1289.2.1.1 AS1289.2.1.1

Sample History : Oven Dried Oven Dried

Sample Preparation : Dry Dry

Notes : No Cracking or Crumbling No Cracking or Crumbling

Mould Length (mm) : 250 250

Liquid Limit (%) : 19 19

Plastic Limit (%) : Not Obtainable Not Obtainable

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

Linear Shrinkage (%) : 0.5 0.0

Specification Number :

Liquid Limit - Max :

Plasticity Index - Max :

Linear Shrinkage - Max :

Remarks :

Document Code RF25-17

Accredited for compliance with ISO/IEC 17025 - Testing

APPROVED SIGNATORY

Richard Carter - Senior Geotechnician

NATA Accreditation Number :

19186 Site Number 21894

-

Atterberg Limits Report

Test Method :AS1289.3.1.2; 3.2.1; 3.3.1;

3.4.1

Page 1 of 1

SPECIFICATION DETAILS

Client : STATS Pty Ltd Report Number:

Address : 1/24 Baile Road, Canning Vale, WA, 6149 Report Date :

Project Name : City of Karratha - Job 101032 Site Investigation Order Number :

Project Number : KA-1019 Test Method :


Sample Number : S16-1534

Sampling Method : AS1289.1.2.1

Sampled By : Richard Carter

Date Sampled : 14/10/2016

Date Tested : 19/10/2016

Material Type : Soil Sample

Material Source : Insitu

Remarks :

53.0 100

37.5 99

19.0 96

9.5 84

4.75 70

2.36 58

1.18 53

0.600 50

0.425 46

0.300 40

0.150 21

0.075 11


#REF!


APPROVED SIGNATORY


NATA Accreditation Number


Lot Number :


AS Sieve

Size(mm)

Percent

Passing

Specification

Limits

Test Number : 1

Particle Size Distribution Report

KA-1019 - 1/1

21/10/2016

AS1289.3.6.1

Page 1 of 2

SAMPLE LOCATION

Test Pit 1

0.2m-1.8m

Client : STATS Pty Ltd Report Number:

Address : 1/24 Baile Road, Canning Vale, WA, 6149 Report Date :

Project Name : City of Karratha - Job 101032 Site Investigation Order Number :

Project Number : KA-1019 Test Method :


Sample Number : S16-1535

Sampling Method : AS1289.1.2.1

Sampled By : Richard Carter

Date Sampled : 14/10/2016

Date Tested : 19/10/2016

Material Type : Soil Sample

Material Source : Insitu

Remarks :

37.5 100

19.0 94

9.5 77

4.75 67

2.36 58

1.18 53

0.600 50

0.425 46

0.300 39

0.150 23

0.075 15


#REF!


APPROVED SIGNATORY


NATA Accreditation Number


Lot Number :


AS Sieve

Size(mm)

Percent

Passing

Specification

Limits

Test Number : 2

Particle Size Distribution Report

KA-1019 - 1/1

21/10/2016

AS1289.3.6.1

Page 2 of 2

SAMPLE LOCATION

Test Pit 2

0.2m-1.0m


Appendices

Appendix 5: pHF and pHFox and SPOCAS Test Certificates


0 0.00 True

Environmental

CERTIFICATE OF ANALYSISWork Order : Page : 1 of 4EP1609884

:: LaboratoryClient SPECIALIST TESTING AND TECHNICAL SERVICES PTY LTD Environmental Division Perth

: :ContactContact AIDAN SECK Customer Services EP

:: AddressAddress UNIT 1/24 BAILE ROAD

CANNINGVALE WESTERN AUSTRALIA 6155

10 Hod Way Malaga WA Australia 6090

:Telephone ---- :Telephone +61-8-9209 7655

:Project 101032 Wickham Splash Pad Date Samples Received : 19-Oct-2016 13:05

:Order number 101032 Date Analysis Commenced : 20-Oct-2016

:C-O-C number ---- Issue Date : 20-Oct-2016 13:26

Sampler : RICHARD CARTER

Site : ----

Quote number : ----

8:No. of samples received

8: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

Daniel Fisher Inorganics Analyst Perth ASS, Malaga, WA

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 4:Page

Work Order :

:Client

EP1609884

101032 Wickham Splash Pad:Project

SPECIALIST TESTING AND TECHNICAL SERVICES PTY LTD

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

3 of 4:Page

Work Order :

:Client

EP1609884



Analytical Results

TP1 1.25mTP1 1.00mTP1 0.75mTP1 0.50mTP1 0.25mClient sample IDSub-Matrix: SOIL

(Matrix: SOIL)

[14-Oct-2016][14-Oct-2016][14-Oct-2016][14-Oct-2016][14-Oct-2016]Client sampling date / time

EP1609884-005EP1609884-004EP1609884-003EP1609884-002EP1609884-001UnitLORCAS NumberCompound

Result Result Result Result Result

EA037: Ass Field Screening Analysis

8.5 8.3 8.0 8.4 8.0pH Unit0.1----pH (F)

7.8 6.0 7.2 7.5 6.9pH Unit0.1----pH (Fox)

Extreme Extreme Extreme Extreme Extreme-1----Reaction Rate

4 of 4:Page

Work Order :

:Client

EP1609884



Analytical Results

--------TP1 2.00mTP1 1.75mTP1 1.50mClient sample IDSub-Matrix: SOIL

(Matrix: SOIL)

--------[14-Oct-2016][14-Oct-2016][14-Oct-2016]Client sampling date / time

----------------EP1609884-008EP1609884-007EP1609884-006UnitLORCAS NumberCompound

Result Result Result ---- ----

EA037: Ass Field Screening Analysis

7.8 7.8 7.9 ---- ----pH Unit0.1----pH (F)

6.9 7.6 8.3 ---- ----pH Unit0.1----pH (Fox)

Extreme Extreme Extreme ---- -----1----Reaction Rate

0 0.00 True

Environmental

CERTIFICATE OF ANALYSISWork Order : Page : 1 of 4EP1610014

:: LaboratoryClient SPECIALIST TESTING AND TECHNICAL SERVICES PTY LTD Environmental Division Perth

: :ContactContact AIDAN SECK Customer Services EP

:: AddressAddress UNIT 1/24 BAILE ROAD

CANNINGVALE WESTERN AUSTRALIA 6155

10 Hod Way Malaga WA Australia 6090

:Telephone ---- :Telephone +61-8-9209 7655

:Project Ex EP1609884; 101032 Wickham Splash Pad Date Samples Received : 19-Oct-2016 13:05

:Order number 10132 Date Analysis Commenced : 24-Oct-2016

:C-O-C number ---- Issue Date : 26-Oct-2016 16:53

Sampler : RICHARD CARTER

Site : ----

Quote number : ----

1:No. of samples received

1: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

Daniel Fisher Inorganics Analyst Perth ASS, Malaga, WA

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 4:Page

Work Order :

:Client

EP1610014

Ex EP1609884; 101032 Wickham Splash Pad:Project


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: EA029 (SPOCAS): Retained Acidity not required because pH KCl greater than or equal to 4.5l

ASS: EA029 (SPOCAS): Liming rate is calculated and reported on a dry weight basis assuming use of fine agricultural lime (CaCO3) and using a safety factor of 1.5 to allow for non-homogeneous mixing and poor

reactivity of lime. For conversion of Liming Rate from kg/t dry weight to kg/m3 in-situ soil, multiply reported results x wet bulk density of soil in t/m3.

l

3 of 4:Page

Work Order :

:Client

EP1610014



Analytical Results

----------------TP1 0.5mClient sample IDSub-Matrix: SOIL

(Matrix: SOIL)

----------------[14-Oct-2016]Client sampling date / time

--------------------------------EP1610014-001UnitLORCAS NumberCompound

Result ---- ---- ---- ----

EA029-A: pH Measurements

9.2 ---- ---- ---- ----pH Unit0.1----pH KCl (23A)

7.7 ---- ---- ---- ----pH Unit0.1----pH OX (23B)

EA029-B: Acidity Trail

<2 ---- ---- ---- ----mole H+ / t2----Titratable Actual Acidity (23F)

<2 ---- ---- ---- ----mole H+ / t2----Titratable Peroxide Acidity (23G)

<2 ---- ---- ---- ----mole H+ / t2----Titratable Sulfidic Acidity (23H)

<0.005 ---- ---- ---- ----% pyrite S0.005----sulfidic - Titratable Actual Acidity (s-23F)

<0.005 ---- ---- ---- ----% pyrite S0.005----sulfidic - Titratable Peroxide Acidity

(s-23G)

<0.005 ---- ---- ---- ----% pyrite S0.005----sulfidic - Titratable Sulfidic Acidity (s-23H)

EA029-C: Sulfur Trail

0.008 ---- ---- ---- ----% S0.005----KCl Extractable Sulfur (23Ce)

0.019 ---- ---- ---- ----% S0.005----Peroxide Sulfur (23De)

0.011 ---- ---- ---- ----% S0.005----Peroxide Oxidisable Sulfur (23E)

7 ---- ---- ---- ----mole H+ / t5----acidity - Peroxide Oxidisable Sulfur

(a-23E)

EA029-D: Calcium Values

0.218 ---- ---- ---- ----% Ca0.005----KCl Extractable Calcium (23Vh)

0.875 ---- ---- ---- ----% Ca0.005----Peroxide Calcium (23Wh)

0.657 ---- ---- ---- ----% Ca0.005----Acid Reacted Calcium (23X)

328 ---- ---- ---- ----mole H+ / t5----acidity - Acid Reacted Calcium (a-23X)

0.526 ---- ---- ---- ----% S0.005----sulfidic - Acid Reacted Calcium (s-23X)

EA029-E: Magnesium Values

0.031 ---- ---- ---- ----% Mg0.005----KCl Extractable Magnesium (23Sm)

0.062 ---- ---- ---- ----% Mg0.005----Peroxide Magnesium (23Tm)

0.031 ---- ---- ---- ----% Mg0.005----Acid Reacted Magnesium (23U)

25 ---- ---- ---- ----mole H+ / t5----Acidity - Acid Reacted Magnesium (a-23U)

0.041 ---- ---- ---- ----% S0.005----sulfidic - Acid Reacted Magnesium

(s-23U)

EA029-F: Excess Acid Neutralising Capacity

2.09 ---- ---- ---- ----% CaCO30.02----Excess Acid Neutralising Capacity (23Q)

418 ---- ---- ---- ----mole H+ / t10----acidity - Excess Acid Neutralising

Capacity (a-23Q)

0.670 ---- ---- ---- ----% S0.02----sulfidic - Excess Acid Neutralising

Capacity (s-23Q)

4 of 4:Page

Work Order :

:Client

EP1610014



Analytical Results

----------------TP1 0.5mClient sample IDSub-Matrix: SOIL

(Matrix: SOIL)

----------------[14-Oct-2016]Client sampling date / time

--------------------------------EP1610014-001UnitLORCAS NumberCompound

Result ---- ---- ---- ----

EA029-F: Excess Acid Neutralising Capacity - Continued

EA029-H: Acid Base Accounting

1.5 ---- ---- ---- -----0.5----ANC Fineness Factor

<0.02 ---- ---- ---- ----% S0.02----Net Acidity (sulfur units)

<10 ---- ---- ---- ----mole H+ / t10----Net Acidity (acidity units)

<1 ---- ---- ---- ----kg CaCO3/t1----Liming Rate

<0.02 ---- ---- ---- ----% S0.02----Net Acidity excluding ANC (sulfur units)

<10 ---- ---- ---- ----mole H+ / t10----Net Acidity excluding ANC (acidity units)

1 ---- ---- ---- ----kg CaCO3/t1----Liming Rate excluding ANC


Photographic Survey

Photos 1-5: Site Photographs


Job# 101032 Page 1 of 3 STATS/F/029/2012/R0

Wickham Splash Pad

- Geotechnical Investigation Work

Photo 1: Overall view of proposed splash pad looking SE.

Photo 2: Overall view of proposed splash pad from TP 3, looking North.


Wickham Splash Pad


Photo 3: Encountered previous abandoned reinforcement at TP 2.

Photo 4: poorly graded silty SANDS with gravels materials from TP 1.


Wickham Splash Pad


Photo 5: silty SANDS with gravels materials from TP 2.