Report on Salinity Assessment - Home - Blacktown City · · 2017-10-127.6 Aggressiveness to Steel...

Report on

SalinityAssessment

Prepared for: Matthew Bartolo

Address: 50 Peter Brock Drive, Eastern Creek

Job No: 29082

Date: September 2017

Accredited for complianceWith ISO/IEC 17025

NATA Accreditation No. 19226

16-18 Sammut Street Smithfield NSW 2164PO Box 2270 Smithfield NSW 1851

Ph: 02 9725 5522 Fax: 02 8786 6300www.idealgeotech.com.au

TABLE OF CONTENTS

Description Page

1.0 Introduction 2

2.0 Objectives and Scope of Work 2

3.0 Site Identification 2

4.0 Site Walkover and Map Review 2

5.0 Subsurface Conditions

6.0 Sampling and Analysis Plan

3

3

7.0 Laboratory Test Results 37.1 Salinity 37.2 Sodicity 47.3 Dispersivity 47.4 Permeability 57.5 Aggressiveness to Steel and Concrete 5

8.0 Conclusions and Recommendations For Salinity 5

9.0 Footings – Allowable Bearing Capacity

References

AppendicesAppendix A – Borehole Logs and LocationsAppendix B – Laboratory Test Results

6

7

29082Salinity Assessment Report, Eastern Creek – September 2017 Page 2 of 7

1.0 INTRODUCTION

Ideal Geotech has undertaken a Salinity Assessment for the proposed MotoX Domelocated at 50 Peter Brock Drive, Eastern Creek.

2.0 OBJECTIVES AND SCOPE OF WORK

The objectives of the work are outlined below:

Summarise the relevant environmental characteristics of the site that mayimpact on the salinity of the site soils.

Outline potential environmental impacts associated with the proposed works.

Summarise the presence or the absence of salinity on the site.

The scope of work includes the following:

Review of soils and geological maps.

A site walkover and soil sampling and analysis program to investigate thepresence of saline soils.

Analysis of the soil samples by a NATA accredited laboratory.

Assessment of the laboratory results against the appropriate guidelines todevelop suitable management options.

3.0 SITE IDENTIFICATION

The subject site is rectangular in shape covering approximately 8,000m2 in area andis bound by Eastern Creek International Raceway to the west, bushland to the southand by Eastern Creek International Karting Raceway to the north and east. The siteis situated within gently undulating terrain with slopes falling towards the north atapproximately 2-3º. Vegetation on the site consists of grass cover and some maturetrees in the south west corner of the site.

4.0 SITE WALKOVER AND MAP REVIEW

A site walkover was conducted on 31 August 2017. Vegetation on the site consistedof grass cover and no evidence of salinity or erosion were encountered. There wereno low lying areas or watercourses observed with the elevation of the site atapproximately 81-85m above sea level.

A review of the Department of Infrastructure, Planning and Natural Resources:Salinity Potential in Western Sydney Map (2002) indicates that the site is situatedwithin an area of moderate salinity potential.


5.0 SUBSURFACE CONDITIONS

Reference to the 1:100,000 scale Geological Series Maps of the Penrith areaindicates that the subject site is underlain by Bringelly Shale of the WianamattaGroup comprising of shale, claystone, laminite, quartz sandstone, rare coal and tuffalong with soils derived from the weathering of these rocks.

Five boreholes were augered using a 4WD mounted drill rig to a maximum depth of3m. The sub-surface soil profile drilled at the site generally comprised;

FILL: Silty gravelly clay to 400mm; overlying

NATURAL: Silty clay with trace of sand; overlying

SHALE: Extremely weathered to distinctly weathered.

Groundwater was not observed in any of the boreholes at the time of investigation. Itshould be noted that groundwater levels can fluctuate due to climate and siteconditions.

6.0 SAMPLING & ANALYSIS PLAN

Sampling and analysis was undertaken in order to assess whether the site isaffected by salinity.

6.1 Sampling

Soil sampling was undertaken in general accordance with the Site Investigations forUrban Salinity (Refer to Figure 1 for the sampling locations).

Soil samples were collected at depths ranging from 0.5m to 2.5m below groundlevel. The samples were placed directly into labelled clean zip lock bags and sent tothe laboratory for testing. All analyses were performed by a NATA registeredlaboratory using NATA accredited methods.

7.0 LABORATORY TEST RESULTS

7.1 Salinity

A soil texture factor of 8.5 for light clays was adopted in order to obtain the ECevalue. The results of the field and peroxide tests are provided in Table 1 below.

Table 1: Results of Field Screening Tests

Location/Depth

SoilTextureGroup

ElectricalConductivity

EC (1:5)dS/m

ElectricalConductivity

ECe ClassificationExposure

Classificat-ion

BH1/1.0m Light clay 0.31 2.64 Slightly saline A1


BH1/2.5m Light clay 0.44 3.74 Slightly saline A1BH2/0.5m Light clay 0.29 2.47 Slightly saline A1

BH2/1.2m Light clay 0.66 5.61 Moderatelysaline A2





BH5/1.0m Light clay 0.32 2.72 Slightly saline A1BH5/2.0m Light clay 0.44 3.74 Slightly saline A1

Based on findings of the electrical conductivity testing, the soils range from slightlysaline to moderately saline.

7.2 Sodicity

Table 2: Results of Cation Exchange Capacity Tests

Location/Depth

ExchangeableSodium

Percentage

ExchangeablePotassiumPercentage

ExchangeableCalcium

Percentage

ExchangeableMagnesiumPercentage

BH1/1.0m 14.2 1.6 3.5 80.7BH1/2.5m 19.8 3.5 1.2 75.5BH2/0.5m 16.0 2.7 8.0 73.4BH2/1.2m 28.7 3.0 1.0 67.4BH3/0.8m 18.4 2.8 2.4 76.4BH3/2.2m 15.2 4.7 10.4 69.8BH5/1.0m 11.5 2.5 7.6 78.4BH5/2.0m 13.2 2.0 4.4 80.4

Based on findings of the sodicity testing, the soils range from sodic to highly sodic.

7.3 Dispersivity

Table 3: Results of Emerson Class Tests

Location/ Depth Material Description Emerson Class Number

BH1/1.5m Silty Clay 2BH2/0.5m Silty Clay 4BH3/0.8m Silty Clay 2BH4/2.5m XW Shale 2BH5/2.0m XW Shale 4

The test results show an Emerson Class number of 2 within BH1, BH3 and BH4.


7.3 Permeability

No actual permeability testing was undertaken however, the soils on site areestimated to be of low permeability in the order of 2.5 to 5mm/h.

7.6 Aggressiveness to Steel and Concrete

The aggressiveness or erosion potential of an environment in building materials,particularly concrete and steel is dependent on the levels of pH and types of saltspresent. In order to determine the degree of aggressiveness, the test valuesobtained are compared to tables 6.4.2 (C) and 6.5.2 (C) in AS2159 Piling - Designand Installation and tables 5.1 to 5.4 in AS2870-2011 “Residential Slabs andFootings”. The following testing suite was undertaken with results summarisedwithin table 4 below;

pH Electrical Conductivity (EC µS/cm) Chloride (CI) Resistivity (ohm.cm) Sulphate

Table 4: Results of Aggressivity Testing

Location/Depth pH ECedS/m

ResistivityOhm.cm CI mg/kg Sulphate mg/kg

BH1/1.0m 4.6 2.64 1200 390 220

BH1/2.5m 4.8 3.74 940 660 360

BH2/1.2m 4.6 5.61 680 1100 470

BH3/0.8m 4.6 3.32 920 630 430

BH4/1.0m 4.7 3.74 870 790 290

BH4/2.5m 4.7 4.76 720 1000 370

Based on test results detailed in Table 4 the soil conditions are considered to bemildly aggressive to concrete and moderately aggressive to steel in low permeabilitysoils. An exposure classification of A2 for concrete has been determined.

8.0 CONCLUSIONS AND RECOMMENDATIONS FOR SALINITY

Ideal Geotech has undertaken a salinity assessment at 50 Peter Brock Drive,Eastern Creek. Following a site walkover and laboratory testing of recoveredsamples it is concluded that the site is slightly to moderately saline. The Soils areconsidered sodic to highly sodic and based on dispersivity testing, are susceptible totunnelling erosion. Lime or gypsum may be required during construction. Water wasnot encountered within any boreholes and development is not expected to proceedto greater depths than those reached in the boreholes.


Management in helping preventing the mobilisation and concentration of salt mayinclude:

Minimising water infiltration The use of landscaping using native plants Minimising soil disturbance Waterproofing slabs Good site drainage

This report is based on a limited sampling and testing regime. It is possible thatsaline soils and differing ground conditions may be present between samplinglocations, or in the remainder of the site not intrusively investigated.

9.0 FOOTINGS – ALLOWABLE BEARING CAPACITY

All footings should be founded below any uncontrolled fill or deleterious materials. Allfootings for the same structure should be founded on strata of similar stiffness andreactivity to minimise the risk of differential movements.All footing excavations should be inspected prior to installation of structural steel byIdeal Geotech or a suitably experienced engineer or geotechnical consultant toconfirm that the founding conditions are as described in this report. All loose materialshould be cleared from the footing excavations before concrete is poured.Piered footings, founded in stiff or better soils could be proportioned on an endbearing pressure of 100kPa, founded in the extremely weathered shale may beproportioned on an allowable bearing capacity of 200kPa and founded in thedistinctly weathered shale may be proportioned on an allowable bearing capacity of600kPa.The potential for volume change in the subsurface profile should be considered bythe designer as the piered footing may move with the soil and undergo differentialsettlement or heaving.

Should you have any queries, please do not hesitate to contact the undersigned.

For and on behalf of Ideal Geotech

Dane Dwyer Murali PamuGeotechnical Engineer Geotechnical Engineer


REFERENCES:

Western Sydney Salinity Code of Practice, March 2003 (Amended January 2004)

Site Investigations for Urban Salinity, Land and Water Conservation, 2002

Salinity Potential In Western Sydney 2002, Department of Infrastructure, Planningand Natural Resources

Appendix A – Borehole Logs and Locations

Customer Job: 0 Ideal Job: 29082-IDF Date: 31-August-2017

5.0

Depth

(m) DCP 1 Depth (m) PP Depth (m) PP

0.0 6 0.0 5 0.0 4

5 5 8

5 4 8

5 4 5

0.5 5 0.5 5 0.5 6

4 4 6

2 4 6

3 4 3

2 5 3

1.0 3 1.0 5 1.0 5

4 6 5

5 7 8

6 8 10

6 8 10

1.5 5 1.5 10 1.5 10

5 12 22

8 12 30+

9 15

10 15

2.0 10 2.0 30+ 2.0

11

11

10

12

2.5 11 2.5 2.5

12

30+

3.0 3.0 3.0

3.5 3.5 3.5

4.0 4.0 4.0

4.5 4.5 4.5

5.0 5.0 5.0

5.5 5.5 5.5

6.0 6.0 6.0

Notes: DCP = Dynamic Cone Penetrometer blow counts (blows/100mm). P.P = Pocket Penetrometer (Undrained Shear Strength Cu) PSP = Perth Sand Penetrometer (blows/100mm) UTP = Unable to penetrate.

For SAND correlation between Density Index & Penetrometer results TABLE 5.2

becoming DW SHALE

End Bore 3.0m

Approx DCP Blow

Count (blows/100mm)

< 1

1 to < 2

2 to <3

3 to <5

5 to <8

> 8

0.5 to <1

1 to <2

2 to <4

>4

0 - 12

12 to <25

25 to <50

50 to <100

100 to <200

> 200

1 to <3

3 to <9

9 to <15

> 15

0.2 to <0.5

Density Index (%)

< 15

For SILTS & CLAY correlation between Cu & Penetrometer results

< 1

PP Idial indicator)

0 to < 0.2

XW SHALE

pale grey

pale grey

End Bore 2.6m due to practical

refusal on shale

NATURAL SILTY CLAY trace SAND, CI

orange-brown, moist, very stiff

stiff

grades grey

hard

Very Dense > 85

Dense

Medium Dense

DENSITY

Term

TABLE 5.1

Approx DCP Blow Count

(blows/100mm)

Loose

Very Loose

15 to <35

35 to <65

65 to <85

Very Soft

CONSISTENCY Term

Soft

Firm

Stiff

Very Stiff

Hard

Undrained Shear Strength (kPa)

refusal on shale

XW SHALE

pale grey

pale grey


pale grey

DW SHALE

DW SHALE

hard

XW SHALE

hard


grades grey

orange-brown, moist, stiff

very stiff



Bore Hole 1 Bore Hole 2 Bore Hole 3

Soil Profile Soil Profile Soil Profile

FILL SILTY GRAVELLY CLAY, ML

brown, moist brown, moist

FILL SILTY GRAVELLY CLAY, ML FILL SILTY GRAVELLY CLAY, ML

brown, moist

FIELD RECORD OF TEST BORING AND/OR IN SITU TESTING Fill Natural Soil FOUNDING

very stiff

grades grey

31-August-2017Customer Job: 0 Ideal Job: 29082-IDF Date:

5.0

Depth

(m) DCP 1 Depth (m) PP Depth (m) PP

0.0 6 0.0 4 0.0

5 5

6 6

6 4

0.5 4 0.5 4 0.5

4 4

3 4

4 5

3 5

1.0 3 1.0 5 1.0

5 7

5 7

6 8

7 8

1.5 8 1.5 10 1.5

10 11

10 13

10 16

11 20

2.0 10 2.0 30+ 2.0

12

15

30+

2.5 2.5 2.5

3.0 3.0 3.0

3.5 3.5 3.5

4.0 4.0 4.0

4.5 4.5 4.5

5.0 5.0 5.0

5.5 5.5 5.5

6.0 6.0 6.0

Notes: DCP = Dynamic Cone Penetrometer blow counts (blows/100mm). P.P = Pocket Penetrometer (Undrained Shear Strength Cu) PSP = Perth Sand Penetrometer (blows/100mm) UTP = Unable to penetrate.

For SAND correlation between Density Index & Penetrometer results TABLE 5.2

grades grey

FIELD RECORD OF TEST BORING AND/OR IN SITU TESTING Fill Natural Soil FOUNDING

Bore Hole 4 Bore Hole 5

Soil Profile Soil Profile Soil Profile


brown, moist brown, moist



very stiff

hard


very stiff

grades grey



hard

XW SHALE

XW SHALE

pale grey

pale grey

DW SHALE

pale grey


DW SHALE

refusal on shale

pale grey


refusal on shale

Very Dense > 85

Dense

Medium Dense

DENSITY

Term

TABLE 5.1

Approx DCP Blow Count

(blows/100mm)

Loose

Very Loose

15 to <35

35 to <65

65 to <85

Very Soft

CONSISTENCY Term

Soft

Firm

Stiff

Very Stiff

Hard

Undrained Shear Strength (kPa)

0.2 to <0.5

Density Index (%)

< 15

For SILTS & CLAY correlation between Cu & Penetrometer results

< 1

PP Idial indicator)

0 to < 0.2

50 to <100

100 to <200

> 200

1 to <3

3 to <9

9 to <15

> 15

Approx DCP Blow

Count (blows/100mm)

< 1

1 to < 2

2 to <3

3 to <5

5 to <8

> 8

0.5 to <1

1 to <2

2 to <4

>4

0 - 12

12 to <25

25 to <50

Figure 1 – Borehole Location Plan

50 Peter Brock Drive, Eastern Creek

BH2

BH1BH5

BH3

BH4

Appendix B – Laboratory Test Results

Accreditation No. 2562

Date Reported

Contact

SGS Alexandria Environmental

Unit 16, 33 Maddox St

Alexandria NSW 2015

Huong Crawford

+61 2 8594 0400

+61 2 8594 0499

[email protected]

10

SGS Reference

Email

Facsimile

Telephone

Address

Manager

Laboratory

(Not specified)

29082

[email protected]

61 2 87866300

61 2 97255522

PO BOX 2270

SMITHFIELD NSW 2164

IDEALCORP PTY LTD

Dane Dwyer

Samples

Order Number

Project

Email

Facsimile

Telephone

Address

Client

CLIENT DETAILS LABORATORY DETAILS

08 Sep 2017

ANALYTICAL REPORT

SE169810 R0

01 Sep 2017Date Received

Accredited for compliance with ISO/IEC 17025-Testing. NATA accredited laboratory 2562(4354).

COMMENTS

Bennet Lo

Senior Organic Chemist/Metals Chemist

Ly Kim Ha

Organic Section Head

Shane McDermott

Inorganic/Metals Chemist

SIGNATORIES

Member of the SGS Group

www.sgs.com.aut +61 2 8594 0400

f +61 2 8594 0499

Australia

Australia

Alexandria NSW 2015

Alexandria NSW 2015

Unit 16 33 Maddox St

PO Box 6432 Bourke Rd BC

Environment, Health and SafetySGS Australia Pty Ltd

ABN 44 000 964 278

Page 1 of 908-September-2017

SE169810 R0ANALYTICAL REPORT

SE169810.001

Soil

31 Aug 2017

BH1 - 1.0m

SE169810.002

Soil

31 Aug 2017

BH1 - 2.5m

SE169810.003

Soil

31 Aug 2017

BH2 - 0.5m

SE169810.004

Soil

31 Aug 2017

BH2 - 1.2m

Parameter LORUnits

Sample Number

Sample Matrix

Sample Date

Sample Name

pH in soil (1:2) Method: AN101 Tested: 7/9/2017

pH (1:2) pH Units - 4.6 4.8 - 4.6

Conductivity (1:2) in soil Method: AN106 Tested: 7/9/2017

Conductivity (1:2) @25 C* µS/cm 1 820 1100 - 1500

Resistivity (1:2)* ohm cm - 1200 940 - 680

Soluble Anions in Soil from 1:2 DI Extract by Ion Chromatography Method: AN245 Tested: 8/9/2017

Chloride mg/kg 0.25 390 660 - 1100

Sulfate mg/kg 0.5 220 360 - 470

Exchangeable Cations and Cation Exchange Capacity (CEC/ESP/SAR) Method: AN122 Tested: 7/9/2017

Exchangeable Sodium, Na mg/kg 2 460 670 450 1100

Exchangeable Sodium, Na meq/100g 0.01 2.0 2.9 1.9 4.9

Exchangeable Sodium Percentage* % 0.1 14.2 19.8 16.0 28.7

Exchangeable Potassium, K mg/kg 2 87 200 130 200

Exchangeable Potassium, K meq/100g 0.01 0.22 0.52 0.32 0.50

Exchangeable Potassium Percentage* % 0.1 1.6 3.5 2.7 3.0

Exchangeable Calcium, Ca mg/kg 2 98 35 190 32

Exchangeable Calcium, Ca meq/100g 0.01 0.49 0.17 0.97 0.16

Exchangeable Calcium Percentage* % 0.1 3.5 1.2 8.0 1.0

Exchangeable Magnesium, Mg mg/kg 2 1400 1400 1100 1400

Exchangeable Magnesium, Mg meq/100g 0.02 11 11 8.9 11

Exchangeable Magnesium Percentage* % 0.1 80.7 75.5 73.4 67.4

Cation Exchange Capacity meq/100g 0.02 14 15 12 17

Sodicity from Sol. and Exch. Sodium* mg/kg 2 820 1200 450 1800

Conductivity and TDS by Calculation - Soil Method: AN106 Tested: 7/9/2017

Conductivity of Extract (1:5 as received) µS/cm 2 310 440 290 660

Salinity (by calculation)* mg/kg 10 1200 1600 1100 2600

Moisture Content Method: AN002 Tested: 7/9/2017

% Moisture %w/w 0.5 12.3 11.6 13.8 15.7



SE169810.005

Soil

31 Aug 2017

BH3 - 0.8m

SE169810.006

Soil

31 Aug 2017

BH3 - 2.2m

SE169810.007

Soil

31 Aug 2017

BH4 - 1.0m

SE169810.008

Soil

31 Aug 2017

BH4 - 2.5m

Parameter LORUnits

Sample Number

Sample Matrix

Sample Date

Sample Name


pH (1:2) pH Units - 4.6 - 4.7 4.7


Conductivity (1:2) @25 C* µS/cm 1 1100 - 1100 1400

Resistivity (1:2)* ohm cm - 920 - 870 720


Chloride mg/kg 0.25 630 - 790 1000

Sulfate mg/kg 0.5 430 - 290 370


Exchangeable Sodium, Na mg/kg 2 770 470 - -

Exchangeable Sodium, Na meq/100g 0.01 3.3 2.1 - -

Exchangeable Sodium Percentage* % 0.1 18.4 15.2 - -

Exchangeable Potassium, K mg/kg 2 200 250 - -

Exchangeable Potassium, K meq/100g 0.01 0.50 0.63 - -

Exchangeable Potassium Percentage* % 0.1 2.8 4.7 - -

Exchangeable Calcium, Ca mg/kg 2 86 280 - -

Exchangeable Calcium, Ca meq/100g 0.01 0.43 1.4 - -

Exchangeable Calcium Percentage* % 0.1 2.4 10.4 - -

Exchangeable Magnesium, Mg mg/kg 2 1700 1100 - -

Exchangeable Magnesium, Mg meq/100g 0.02 14 9.4 - -

Exchangeable Magnesium Percentage* % 0.1 76.4 69.8 - -

Cation Exchange Capacity meq/100g 0.02 18 13 - -

Sodicity from Sol. and Exch. Sodium* mg/kg 2 1300 940 - -


Conductivity of Extract (1:5 as received) µS/cm 2 390 480 - -

Salinity (by calculation)* mg/kg 10 1500 1800 - -


% Moisture %w/w 0.5 16.8 12.1 13.6 14.7



SE169810.009

Soil

31 Aug 2017

BH5 - 1.0m

SE169810.010

Soil

31 Aug 2017

BH5 - 2.0m

Parameter LORUnits

Sample Number

Sample Matrix

Sample Date

Sample Name


pH (1:2) pH Units - - -


Conductivity (1:2) @25 C* µS/cm 1 - -

Resistivity (1:2)* ohm cm - - -


Chloride mg/kg 0.25 - -

Sulfate mg/kg 0.5 - -


Exchangeable Sodium, Na mg/kg 2 360 370

Exchangeable Sodium, Na meq/100g 0.01 1.6 1.6

Exchangeable Sodium Percentage* % 0.1 11.5 13.2

Exchangeable Potassium, K mg/kg 2 140 96

Exchangeable Potassium, K meq/100g 0.01 0.35 0.25

Exchangeable Potassium Percentage* % 0.1 2.5 2.0

Exchangeable Calcium, Ca mg/kg 2 210 110

Exchangeable Calcium, Ca meq/100g 0.01 1.1 0.55

Exchangeable Calcium Percentage* % 0.1 7.6 4.4

Exchangeable Magnesium, Mg mg/kg 2 1300 1200

Exchangeable Magnesium, Mg meq/100g 0.02 11 9.9

Exchangeable Magnesium Percentage* % 0.1 78.4 80.4

Cation Exchange Capacity meq/100g 0.02 14 12

Sodicity from Sol. and Exch. Sodium* mg/kg 2 680 870


Conductivity of Extract (1:5 as received) µS/cm 2 320 440

Salinity (by calculation)* mg/kg 10 1200 1600



SE169810.009

Soil

31 Aug 2017

BH5 - 1.0m

SE169810.010

Soil

31 Aug 2017

BH5 - 2.0m

Parameter LORUnits

Sample Number

Sample Matrix

Sample Date

Sample Name


% Moisture %w/w 0.5 10.8 13.5


SE169810 R0QC SUMMARY

MB blank results are compared to the Limit of Reporting

LCS and MS spike recoveries are measured as the percentage of analyte recovered from the sample compared the the amount of analyte spiked into the sample.

DUP and MSD relative percent differences are measured against their original counterpart samples according to the formula : the absolute difference of the two results divided

by the average of the two results as a percentage. Where the DUP RPD is 'NA' , the results are less than the LOR and thus the RPD is not applicable.

Conductivity (1:2) in soil Method: ME-(AU)-[ENV]AN106

MB DUP %RPD LCS

%Recovery

Conductivity (1:2) @25 C* LB131675 µS/cm 1 <1 1 - 3% 100%

Resistivity (1:2)* LB131675 ohm cm - 1 - 3% NA

LORUnits Parameter QC

Reference

Conductivity and TDS by Calculation - Soil Method: ME-(AU)-[ENV]AN106

MB DUP %RPD LCS

%Recovery

Conductivity of Extract (1:5 as received) LB131673 µS/cm 2 <2 0 - 11% 95%

Salinity (by calculation)* LB131673 mg/kg 10 <10 NA


Reference

Exchangeable Cations and Cation Exchange Capacity (CEC/ESP/SAR) Method: ME-(AU)-[ENV]AN122

MB LCS

%Recovery

Exchangeable Sodium, Na LB131690 mg/kg 2 84%

Exchangeable Sodium, Na LB131690 meq/100g 0.01 <0.01 NA

Exchangeable Sodium Percentage* LB131690 % 0.1 NA

Exchangeable Potassium, K LB131690 mg/kg 2 97%

Exchangeable Potassium, K LB131690 meq/100g 0.01 <0.01 NA

Exchangeable Potassium Percentage* LB131690 % 0.1 NA

Exchangeable Calcium, Ca LB131690 mg/kg 2 87%

Exchangeable Calcium, Ca LB131690 meq/100g 0.01 <0.01 NA

Exchangeable Calcium Percentage* LB131690 % 0.1 NA

Exchangeable Magnesium, Mg LB131690 mg/kg 2 94%

Exchangeable Magnesium, Mg LB131690 meq/100g 0.02 <0.02 NA

Exchangeable Magnesium Percentage* LB131690 % 0.1 NA

Cation Exchange Capacity LB131690 meq/100g 0.02 <0.02 NA

Sodicity from Sol. and Exch. Sodium* LB131690 mg/kg 2 <2


Reference

Moisture Content Method: ME-(AU)-[ENV]AN002

DUP %RPD

% Moisture LB131717 %w/w 0.5 0 - 9%


Reference

pH in soil (1:2) Method: ME-(AU)-[ENV]AN101

DUP %RPD LCS

%Recovery

pH (1:2) LB131675 pH Units - 1% 99%


Reference


SE169810 R0QC SUMMARY

MB blank results are compared to the Limit of Reporting

LCS and MS spike recoveries are measured as the percentage of analyte recovered from the sample compared the the amount of analyte spiked into the sample.

DUP and MSD relative percent differences are measured against their original counterpart samples according to the formula : the absolute difference of the two results divided

by the average of the two results as a percentage. Where the DUP RPD is 'NA' , the results are less than the LOR and thus the RPD is not applicable.

Soluble Anions in Soil from 1:2 DI Extract by Ion Chromatography Method: ME-(AU)-[ENV]AN245

MB DUP %RPD LCS

%Recovery

Chloride LB131579 mg/kg 0.25 <0.25 0% 103%

Sulfate LB131579 mg/kg 0.5 <0.5 3% 102%


Reference


SE169810 R0

METHOD METHODOLOGY SUMMARY

METHOD SUMMARY

The test is carried out by drying (at either 40°C or 105°C) a known mass of sample in a weighed evaporating basin.

After fully dry the sample is re-weighed. Samples such as sludge and sediment having high percentages of

moisture will take some time in a drying oven for complete removal of water.

AN002

pH in Soil Sludge Sediment and Water: pH is measured electrometrically using a combination electrode and is

calibrated against 3 buffers purchased commercially. For soils, an extract with water is made at a ratio of 1:2 and

the pH determined and reported on the extract after 1 hour extraction (pH 1:2) or after 1 hour extraction and

overnight aging (pH (1:2) aged). Reference APHA 4500-H+.

AN101

Conductivity and TDS by Calculation: Conductivity is measured by meter with temperature compensation and is

calibrated against a standard solution of potassium chloride. Conductivity is generally reported as µmhos/cm or

µS/cm @ 25°C. For soils, an extract with water is made at a ratio of 1:5 and the EC determined and reported on

the extract, or calculated back to the as-received sample. Salinity can be estimated from conductivity using a

conversion factor, which for natural waters, is in the range 0.55 to 0.75. Reference APHA 2510 B.

AN106

Resistivity of the extract is reported on the extract basis and is the reciprocal of conductivity. Salinity and TDS can

be calculated from the extract conductivity and is reported back to the soil basis.

AN106

Exchangeable Cations, CEC and ESP: Soil sample is extracted in 1M Ammonium Acetate at pH=7 (or 1M

Ammonium Chloride at pH=7) with cations (Na, K, Ca & Mg) then determined by ICP OES/ICP MS and reported as

Exchangeable Cations. For saline soils, these results can be corrected for water soluble cations and reported as

Exchangeable cations in meq/100g or soil can be pre-treated (aqueous ethanol/aqueous glycerol) prior to

extraction. Cation Exchange Capacity (CEC) is the sum of the exchangeable cations in meq/100g.

AN122

The Exchangeable Sodium Percentage (ESP) is calculated as the exchangeable sodium divided by the CEC (all in

meq/100g) times 100.

ESP can be used to categorise the sodicity of the soil as below :

ESP < 6% non-sodic

ESP 6-15% sodic

ESP >15% strongly sodic

Method is refernced to Rayment and Higginson, 1992, sections 15D3 and 15N1.-

AN122

Anions by Ion Chromatography: A water sample or extract is injected into an eluent stream that passes through the

ion chromatographic system where the anions of interest ie Br, Cl, NO2, NO3 and SO4 are separated on their

relative affinities for the active sites on the column packing material . Changes to the conductivity and the

UV-visible absorbance of the eluent enable identification and quantitation of the anions based on their retention

time and peak height or area. APHA 4110 B

AN245


SE169810 R0

Samples analysed as received.

Solid samples expressed on a dry weight basis.

Where "Total" analyte groups are reported (for example, Total PAHs, Total OC Pesticides) the total will be calculated as the sum of the individual

analytes, with those analytes that are reported as <LOR being assumed to be zero. The summed (Total) limit of reporting is calcuated by summing

the individual analyte LORs and dividing by two. For example, where 16 individual analytes are being summed and each has an LOR of 0.1 mg/kg,

the "Totals" LOR will be 1.6 / 2 (0.8 mg/kg). Where only 2 analytes are being summed, the " Total" LOR will be the sum of those two LORs.

Some totals may not appear to add up because the total is rounded after adding up the raw values.

If reported, measurement uncertainty follow the ± sign after the analytical result and is expressed as the expanded uncertainty calculated using a

coverage factor of 2, providing a level of confidence of approximately 95%, unless stated otherwise in the comments section of this report.

Results reported for samples tested under test methods with codes starting with ARS -SOP, radionuclide or gross radioactivity concentrations are

expressed in becquerel (Bq) per unit of mass or volume or per wipe as stated on the report. Becquerel is the SI unit for activity and equals one

nuclear transformation per second.

Note that in terms of units of radioactivity:

a. 1 Bq is equivalent to 27 pCi

b. 37 MBq is equivalent to 1 mCi

For results reported for samples tested under test methods with codes starting with ARS -SOP, less than (<) values indicate the detection limit for

each radionuclide or parameter for the measurement system used. The respective detection limits have been calculated in accordance with ISO

11929.

The QC criteria are subject to internal review according to the SGS QAQC plan and may be provided on request or alternatively can be found here :

http://www.sgs.com.au/~/media/Local/Australia/Documents/Technical%20Documents/MP-AU-ENV-QU-022%20QA%20QC%20Plan.pdf

This document is issued by the Company under its General Conditions of Service accessible at www.sgs.com/en/Terms-and-Conditions.aspx.

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 only. 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 .

This report must not be reproduced, except in full.

IS

LNR

*

**

Insufficient sample for analysis.

Sample listed, but not received.

NATA accreditation does not cover the

performance of this service.

Indicative data, theoretical holding time exceeded.

FOOTNOTES

LOR

↑↓

QFH

QFL

-

NVL

Limit of Reporting

Raised or Lowered Limit of Reporting

QC result is above the upper tolerance

QC result is below the lower tolerance

The sample was not analysed for this analyte

Not Validated


TPMR005 REV2.1/DEC2016

Ideal GeotechACN 132 337 190

16-18 Sammut Street Smithfield NSW 2164PO Box 2290 Smithfield NSW 2164

Ph: (02) 9725 5522 Fax: (02) 8786 6300www.idealgeotech.com.au

Determination of EMERSON CLASS NUMBER

Project Name: Sydney Indoor MotoX Park Project No: 29082

Location: 50 Peter Brock Drive EASTERN CREEK Job/ Report No: 29082 EC BH1-BH5

Client: Mattew Bartolo Test Date: 6-9-2017

Sample Number Depth (m)Material

Description(Visual)

Result

BH1 1.5 Grey brown silty CLAY 2

BH2 0.5 Orange brown silty CLAY 4

BH3 0.8 Orange brown silty CLAY 2

BH4 2.5 XW SHALE 2

BH5 2.0 XW SHALE 4

Test Method: AS1289.3.8.1

Date Sampled: 31-8-2017

Accredited for compliance

with ISO/IEC 17025

Accreditation No:19226

Approved Signatory:

Date:6-9-2017

Murali.P

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