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PTG_00259 - 0001 - Rev0 - Geotechnical Investigation Report (1)
GEOTECHNICAL INVESTIGATION REPORT PTG/00259 – 0001 – Rev0 PREPARED FOR: SCG Consulting Engineers Date 28 June 2024
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PTG Consulting
ABN: 89 668 880 448
www.ptgconsulting.com.au
UNIQUE DOCUMENT IDENTIFICATION
Document Title: Geotechnical Investigation Report – 25 Wyuna Drive, Noosaville
Project Number: PTG/00259
Document ID: PTG/00259 – 0001 – Rev0 – Geotechnical Investigation
Client: SCG Consulting Engineers
Client Contact: -
OFFICE DETAILS
Location: Sunshine Coast
Address: 2/9-13 Matheson Street, Baringa, QLD, 4551
Telephone: 1300 023 181
Email: [email protected]
Web: www.ptgconsulting.com.au
REVISION DETAILS
Revision Number Date Comments
0 28/06/2024 Issue of final report
DOCUMENT APPROVAL
Author Reviewer
Luke Goodluck Sean Kelly
Geotechnical Engineer Senior Geotechnical Engineer
PTG/00259 – 25 Wyuna Drive, Noosaville Page 2 of 15 28 June 2024
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PTG Consulting
ABN: 89 668 880 448
www.ptgconsulting.com.au
TABLE OF CONTENTS
1. REPORT SCOPE ...................................................................................................................................... 4
2. PROJECT DESCRIPTION .......................................................................................................................... 4
3. SITE DESCRIPTION ................................................................................................................................. 4
4. REGIONAL GEOLOGY ............................................................................................................................. 5
5. FIELD INVESTIGATION ........................................................................................................................... 6
6. GEOTECHNICAL MODEL ........................................................................................................................ 7
7. LABORATORY TESTING AND RESULTS ................................................................................................... 7
8. ACID SULFATE SOILS COMMENTS ....................................................................................................... 10
9. GEOTECHNICAL COMMENTS ............................................................................................................... 10
10. SITE CLASSIFICATION AND SITE MOVEMENTS .................................................................................... 11
11. FOUNDATIONS .................................................................................................................................... 11
1.2.1 PILES ........................................................................................................................................... 11
12. LIMITATIONS ....................................................................................................................................... 12
TABLES
Table 1: Summary of Laboratory Test Results ........................................................................................................ 7
Table 2: pH and pHfox Screening Results ............................................................................................................... 8
Table 3: Summary of Chromium Suite Testing ..................................................................................................... 10
Table 4: Ultimate Pile Capacities for Bored and Driven Piles ............................................................................... 11
ATTACHMENTS
Appendix 1: Test Location Plan
Appendix 2: Borehole Log Report Sheets
Appendix 3: Laboratory Test Result Reports
PTG/00259 – 25 Wyuna Drive, Noosaville Page 3 of 15 28 June 2024
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PTG Consulting
ABN: 89 668 880 448
www.ptgconsulting.com.au
1. REPORT SCOPE
This report presents the results of the geotechnical investigation carried out by PTG Consulting (Formerly
Protest) for a proposed Residential development at 25 Wyuna Drive, Noosaville. The investigation was
commissioned by SCG Consulting Engineers.
The geotechnical investigation comprised a single borehole with Dynamic Cone Penetrometer (DCP) testing
adjacent to the borehole and laboratory testing of selected representative soil samples undertaken per Protest’s
proposal PTT/07959/Rev0, ‘AS1726:2017-Geotechnical Site Investigations’ and ‘AS1289-Methods of Soil Testing
for Engineering Purposes’.
This report includes a description of the fieldwork procedures, the results of the fieldwork and laboratory testing,
and reporting on the following:
• Site description including detailed bored logs, site images and marked site plan with approximate test
locations;
• Review of regional geology;
• Subsurface conditions, including groundwater (if encountered);
• Site classification and predicted ground surface movement (ys) per AS 2870-2011;
• Indicative allowable bearing pressures for high-level footings;
• Indicative temporary and permanent cut batter slopes;
• Indicative presence and severity of ASS; and
• Any other geotechnical issues identified that will need management (if any).
2. PROJECT DESCRIPTION
The client's information indicates that at the time of the investigation, there was an existing dwelling on the
property, and limited access to the site was available. It is planned that the site will be demolished at a later
time. The preliminary information provided by the client indicates that the proposed new works will consist of
a residential building with basements. Additionally, it is understood that the site is located within an acid
sulphate soil (ASS) hazard overlay. A preliminary investigation of one borehole was proposed, with an additional
site visit scheduled after the demolition.
3. SITE DESCRIPTION
The investigated site is located 25 Wyuna Drive, Noosaville and is identified as Lot 12 on N10576. The site is
bordered by residential houses to the west and east, Wyuna Drive to the south, and Weyba Creek to the north.
At the time of investigation, the site was comprised of a residential house, maintained lawns and gardens, and
mature trees scattered throughout. Figure 1 is a 10 April 2024 Nearmap view of the site and its surroundings.
Figure 2 shows general site conditions at the time of the investigation.
PTG/00259 – 25 Wyuna Drive, Noosaville Page 4 of 15 28 June 2024
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PTG Consulting
ABN: 89 668 880 448
www.ptgconsulting.com.au
Figure 1: Nearmap view, 10 April 2024 (Site extents shown in red)
Figure 2: Site photo – General site conditions
4. REGIONAL GEOLOGY
Reference to the Queensland Government’s 1:100,000 geology series available on the Queensland Geoscientific
database (QGD) indicates that the site is underlain by Pleistocene aged alluvium comprising of ‘sandy mud,
muddy sand, minor gravel, estuarine channels and banks’.
Figure 3 below shows the regional geology as available on the QGD platform.
PTG/00259 – 25 Wyuna Drive, Noosaville Page 5 of 15 28 June 2024
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PTG Consulting
ABN: 89 668 880 448
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Figure 3: Regional Geology (extracted from QGD)
5. FIELD INVESTIGATION
The fieldwork included drilling one (1) borehole to a termination depth of 6 m using a 4WD utility-mounted
drilling rig fitted with 100 mm diameter solid flight augers. A geotechnical logged the materials and collected
samples.
Disturbed samples of representative soil materials were collected from the boreholes for soil description,
classification, and subsequent laboratory testing. The disturbed samples were subjected to visual-tactile
description and classification, which are shown on the attached logs and described in accordance with
AS1726:2017.
DCP testing was undertaken adjacent to the borehole from the surface, and the number of blows to achieve
100 mm depth penetration was recorded per AS1289.6.3.2.
Soil consistency and relative density described on the borehole logs were inferred from the DCP results, tactile
assessment, and published correlations.
The approximate borehole location are shown on the test location plan attached in Drawing 1. The borehole
log report sheets are attached in Appendix 2.
PTG/00259 – 25 Wyuna Drive, Noosaville Page 6 of 15 28 June 2024
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PTG Consulting
ABN: 89 668 880 448
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6. GEOTECHNICAL MODEL
In summary, the soil profile encountered within the borehole comprised silty sand fill to 2.6 m depth overlying
natural silty sand to the termination depth of 6 m.
Dynamic Cone Penetrometer (DCP) testing indicated:
• The silty SAND varied in density from loose grading to dense with depth.
Groundwater seepage was encountered within the borehole at an estimated depth of 2.4 m. It should be noted
that groundwater levels can be perched and fluctuate seasonally and during and after heavy rainfall events.
Given this natural variability, it is prudent to assume that water levels can fluctuate.
7. LABORATORY TESTING AND RESULTS
NATA accredited laboratory testing was undertaken on selected representative soil samples recovered from the
boreholes in accordance with ‘AS1289-Methods of Soil Testing for Engineering Purposes’. The laboratory testing
aimed to determine typical soil behaviour characteristics for engineering assessment.
The laboratory testing comprised the following:
• Particle size distribution tests; and
• Atterberg Limit.
The Laboratory Test Result Reports are included in Appendix 3 and are summarised in the table below.
Table 1: Summary of Laboratory Test Results
Fines Sand Gravel
Borehole Depth (m) Material < 75μm 75μm – 2.36mm – LL (%) PL (%) PI (%) LS (%)
(%) 2.3mm (%) 63mm (%)
BH1 2.5 – 2.9 SAND 7 93 0 39 NP NP 0
Note: LL – Liquid Limit, PL – Plastic Limit, PI – Plasticity Index, LS – Linear Shrinkage, NP – Non Plastic
Additionally, Acid Sulphate sampling was undertaken per the ‘Guidelines for Sampling and Analysis of Lowland
Acid Sulphate Soils in Queensland 1988, QASSIT Appendix A’ by the Department of Natural Resources.
Testing included field pHf, pHFOX and reaction with hydrogen peroxide in order to arrive at a ‘positive field
sulphide identification’ for subsequent selection of samples for further chromium suite testing. Results of the
testing are attached in Appendix 3.
Using these guidelines:
• A measured pHf less than 4 indicates that oxidation of sulfides has probably occurred in the past indicating
that AASS could be present; and
• A strong reaction with peroxide, A pHfox at least one unit below the measured pHf and a pHfox (following
oxidation) of less than 3 strongly indicates PASS.
Table 1 and Figures 1 to 3 show the pH screening test results and indicates which results fell below the action
criteria (pink zones). The test results highlighted in Table 9 and identified with a red circle in Figures 4 to 6
indicate the samples which were selected for the chromium suite.
PTG/00259 – 25 Wyuna Drive, Noosaville Page 7 of 15 28 June 2024
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ptgi PTG Consulting ABN: 89 668 880 448 www.ptgconsulting.com.au Table 2: pH and pHfox Screening Results e e 6 7 Field pH (pH units) 11 Bore Depth (m) Material PH (feta) PH (fox) seni pH Change BH1 0.0-0.25 SAND 7.6 5.4 2 2.2 BH1 0.25 - 0.50 SAND 74 5.7 3 1.7 BH1 0.50-0.75 SAND 7.2 5.3 4 1.9 BH1 0.75 — 1.00 SAND 75 5.4 2 2.1 BH1 1.00 - 1.25 SAND 74 4.8 3 2.6 BH1 1.25 -1.50 SAND 8.6 6.9 3 1.7 BH1 1.50-1.75 SAND 8.9 74 3 1.5 BH1 1.75 — 2.00 SAND 75 2.3 4 5.2 BH1 2.00 — 2.25 SAND 74 2.9 4 45 BH1 2.25 — 2.50 SAND 7.1 2.5 4 4.6 BH1 2.50 — 2.75 SAND 6.9 2 4 4.9 BH1 2.75 — 3.00 SAND 6.7 2 4 4.7 BH1 3.00 — 3.25 SAND 7.2 2.4 4 4.8 BH1 3.25 -— 3.50 SAND 7.1 2.5 4 4.6 BH1 3.50- 3.75 SAND 7.2 2.5 4 4.7 BH1 3.75 — 4.00 SAND 7.2 2.5 4 4.7 BH1 4.00 - 4.25 SAND 7.2 2.6 4 4.6 BH1 4.25 -4.50 SAND 7.2 2.5 4 4.7 BH1 4.50-4.75 SAND 7.1 2.6 4 45 BH1 4.75 — 5.00 SAND 7.1 2.5 4 4.6 BH1 5.00 - 5.25 SAND 7.1 2.2 4 4.9 BH1 5.25-5.50 SAND 7.1 2.6 4 45 BH1 5.50-5.75 SAND 7.2 2.6 4 4.6 BH1 5.75 — 6.00 SAND 7.2 2.6 4 4.6 Field pH measurements 0 0.5 e e 1 © £ e € 1.5 e ov a 2 e ‘ 2.5 o 12 13 14 Figure 4: Field pH test results PTG/00259 — 25 Wyuna Drive, Noosaville Page 8 of 15 28 June 2024
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PTG Consulting
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pH(fox) measurements
0
0.5
1
Depth (m)
1.5
2
2.5
3
0 1 2 3 4 5 6 7 8 9 10 11 12 13 14
pH(fox) (pH units)
Figure 5: Field pHfox test results
Change in pH following oxidation
0
0.5
1
Depth (m)
1.5
2
2.5
3
0 1 2 3 4 5 6 7
pH(fox) (pH units)
Figure 6: Change in pHfox following oxidation
Chromium suite testing was undertaken on selected samples by a NATA accredited laboratory in accordance
with the ‘Queensland Acid Sulfate Soils Technical Manual, Soil Management Guidelines v4.0, 2014’. The action
criteria for existing plus potential acidity calculated in units of percent-sulfur equivalents (e.g. s-TAA + s-SNAS +
SCR in % S units), is 0.03%S for a course texture sand and 0.1%S for a fine texture clay in excavations under 1000
tonnes. The results of the chromium testing are attached in Appendix 3 and are summarised in Table 3 below.
PTG/00259 – 25 Wyuna Drive, Noosaville Page 9 of 15 28 June 2024
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PTG Consulting
ABN: 89 668 880 448
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Table 3: Summary of Chromium Suite Testing
Actual Potential Acid Existing plus
Borehole
Depth (m) Material Acidity Acidity Neutralising Potential Acidity
ID
(% pyrite S) (%S) Capacity (%S) (%S)
BH1 1.75 – 2.0 SAND 0.007 0.070 N/A 0.08
BH1 2.75 – 3.0 SAND 0.011 0.240 N/A 0.25
BH1 2.75 – 4.0 SAND 0.006 0.050 N/A 0.06
BH1 4.75 – 5.0 SAND 0.006 0.063 N/A 0.07
8. PRELIMINARY ACID SULFATE SOILS COMMENTS
The pH and Chromium Reducible Sulfur test results indicate the presence of Potential Acid Sulfate Soils. This
section outlines preliminary treatment advice however the following further work will be required to comply
with the National Acid Sulfate Soils Guidance – National acid sulfate soils sampling and identification methods
manual (June, 2018) as referenced by the Noosa Shire Council Acid Sulfate Soil overlay code:
For excavations between 501 m3 and 1000 m3 below RL 5 m AHD – drill an additional three boreholes to 1 m
below the lowest cut depth/level, sample and test.
An Acid Sulfate Soil Management Plan will be required as the preliminary testing has indicated test results which
breach the ‘action criteria’ in accordance with the information set out in the Queensland Acid Sulfate Soil
Technical Manual – Soil Management Guidelines Version 5.1, noting that less than 1000 t of sand based soils will
be excavated below RL 5 m AHD.
Due to the likely disturbance of Acid Sulfate Soils (ASS), it is imperative to treat the soils to mitigate the risk of
oxidation. This prevents pH reduction that could lead to acidic conditions, potentially harming the environment,
as well as buried steel and concrete.
For the management of ASS, 'Ag' Lime is recommended as the optimal neutralizing agent. It maintains a mildly
alkaline pH range of 8.5 to 9 and has low solubility, making it easy to handle without any significant operational
issues. 'Ag Lime' is essentially calcium carbonate derived from finely ground and sieved limestone.
The indicative/preliminary recommended liming rates are as follows:
• 3.6 kg of lime per ton for on-site fill treatment; and
• 12 kg of lime per ton for natural sandy soils.
It is advisable to use 'Ag Lime' with a purity of 95% or higher whenever possible. All lime treatment rates to be
confirmed/finalised by further testing once carried out.
9. GEOTECHNICAL COMMENTS
The geotechnical comments in this report are based on factual information collected during the fieldwork,
common practice, local experience and published literature however are fundamentally opinions.
Based on the ground conditions, it is likely that the most suitable foundation system for the buildings would
comprise bored and screw piers.
PTG/00259 – 25 Wyuna Drive, Noosaville Page 10 of 15 28 June 2024
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PTG Consulting
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10. SITE CLASSIFICATION AND SITE MOVEMENTS
For information purposes, the empirical method described in ‘AS2870-2011 Residential slabs and footings’ was
used to calculate the characteristic surface movement (ys) (ie. site reactivity) due to variation in normal seasonal
moisture conditions and climatic effects, and subsequent site classification.
In strict accordance with AS2870, the site is classified at the location of BH1 as Class ‘P’ due to:
• The presence of uncontrolled fill; and
• Abnormal moisture conditions as per section 2.1.3(e) caused by:
o Removal of an existing building or structure likely to have significantly modified the soil
moisture conditions under the footprint of the footing system of the building per section
1.3.3(a)
o Presence of trees on the building site or adjacent site as per section 1.3.3(c);
o The bearing strength is less than 50 kPa as per section 2.4.5
Due to the site Class ‘P’ the footing and slab system will need to be engineer designed.
Based on the laboratory test results and the empirical methods described in Section 2.3 of AS2870, the
calculated surface movement (ys) at the borehole locations in response to normal seasonal soil suction and
additional movement due to trees (yt) is expected to be between 0 mm and 20 mm which is consistent with a
Class S classification.
The indicated surface movement is based on a zero-crack depth factor, soil suction (∆u) of 1.2 pF and depth of
suction (Hs) of 1.5 m as the site is in a ‘Alpine/Wet Coastal’ climate. It should be noted that the design for the
footing system for tree-induced differential, centre heave, mound height (ym), is equal to 0.7ys + yt.
11. FOUNDATIONS
Bored/screwed foundations are considered suitable for the proposed development, though bored piles might
have constructability issues with collapse and water ingress.
All footing excavations should be inspected by Protest to confirm that bearing pressures have been achieved,
and footings are clean and free from loose and/or water softened materials.
1.2.1 PILES
Bored piles can be designed using the ultimate skin friction and base bearing capacities given in Table 4 below.
Piles should be founded a minimum of two pile diameters into the nominated strata and have a minimum pile
length of four times the pile diameter. The upper 1 m of pile length should be ignored due to pile load
development and shrink swell effects. Settlement of properly designed and constructed footings should be less
than 1% to 2% of the pile diameter. Piles should be designed using ‘AS 2159-2009: Piling - Design and
installation’ and including the recommendations contained in Appendix G of AS 2870 – 2011.
Table 4: Ultimate Pile Capacities for Bored and Driven Piles
Ultimate Skin Friction
Soil Type Ultimate Base Bearing (kPa)
(kPa)
Medium Dense natural SAND NA 600
Dense natural SAND NA 900
Notes: *Assuming pile is founded to a minimum depth of 1.5 m, NA – Not applicable
Screw piers could be designed for an ultimate end bearing of 550 kPa founding into the medium dense sand.
Specialist piling contractors should be consulted when selecting and installing piles.
To calculate the design geotechnical strength (Rd,g), the ultimate geotechnical strength should be multiplied by
a suitable geotechnical strength reduction factor (фg) as per Section 4 of AS 2159–2009. Typically, for residential
development with limited site investigation and design using empirical values, the assessed risk rating would be
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PTG Consulting
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high and a фg value of 0.40 would apply. Where an allowable bearing pressure is required, a factor of safety of
3 should be adopted.
The above parameters are only suitable where the excavation of piled foundations are supervised and at a
minimum inspected by a suitably qualified geotechnical engineer to confirm the founding conditions and
materials encountered in the side walls.
The design of piled foundations should be undertaken in accordance with:
• AS2159-2009: Piling - Design and installation;
• Any other relevant design standards (Australian or international); and
• Engineering Principles.
The piled foundation design should also consider:
• Piles should be founded a minimum of two pile diameters into the nominated strata and have a minimum
pile length of four times the pile diameter;
• The upper 1 m of pile length should be ignored due to pile load development and shrink swell effects; and
• Settlement of properly designed and constructed footings should be less than 1% to 2% of the pile diameter.
To calculate the design geotechnical strength (Rd,g), the ultimate geotechnical strength should be multiplied by
a suitable geotechnical strength reduction factor (фg) as per Section 4 of AS 2159–2009. The geotechnical
strength reduction factor (фg) is based on:
• фgb = The basic geotechnical strength reduction factor, calculated using a risk assessment procedure;
• фtf = Intrinsic testing factor, based on the type of pile testing adopted; and
• K = The testing benefit factor, based on a percentage of the piles that are tested.
Typically, where no pile testing is undertaken and the piles have a low redundancy, the assessed risk rating would
be high and a фg value of 0.45 would apply. Where an allowable bearing pressure is required, a factor of safety
of 2.5 can be adopted. Specialist piling contractors should be consulted when selecting and installing piles.
12. LIMITATIONS
It should be noted that the test sites simply give a representation of what the soil profile is expected to be across
the entirety of the site. However, it is possible for the soil profile to differ at other locations within the site and
due to this Protest Engineering requires notification of any varying conditions that are found during construction
as it may alter the assumptions and models adopted within this report.
PTG/00259 – 25 Wyuna Drive, Noosaville Page 12 of 15 28 June 2024
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Appendix 1
TEST LOCATION PLAN
PTG/00259 – 25 Wyuna Drive, Noosaville 28 June 2024
Page 14
Site locality
Legend
Approximate borehole location
and number
BH1
Client: SCG Engineering
Site: 25 Wyuna Dr
Noosaville, QLD, 4556
Title: Test Location Plan
Test Location Plan
Date: Drawn: Checked:
21/06/2024 LG SK
Project: Drawing No: Revision
PTG/00259
1 0
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ABN: 89 668 880 448
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Appendix 2
BOREHOLE LOGS
PTG/00259 – 25 Wyuna Drive, Noosaville 28 June 2024
Page 16
BOREHOLE BH1
CLIENT: SCG Engineering DATE: 04/06/2024
PROJECT: Geotechnical Investigation EASTING:
LOCATION: 25 Wyuna Drive, Noosaville NORTHING:
PROJECT NUMBER: PTG/00259 SURFACE ELEV:
DRILLER: Protest Engineering RIG: GT-10 LOGGED: ZK CHECKED: SK
Sampling & Testing
Drilling Method
Layer Depths
Graphic Log
Strength Dynamic
Material Description (Consistency, Results & Penetrometer Test
Type (blows per 100 mm)
Comments
Water
Relative Density,
RL Depth Rock Strength)
(m) (m) 5 10 15 20
FILL - SAND, yellow brown, fine to medium grained, loose, moist 0
0 1
D 2
0.25 1
Loose D 2
1
0.5
1
D 1
0.7 grey, fine, medium dense, moist 0.75 2
Medium Dense
D 8
1 0.9 dense 6
1
Dense 10
D 10
1.2 medium dense 1.25 9
D 7
7
1.5
3
D 3
1.75 4
D 5
Medium Dense
2 8
2
3
D 6
2.25 3
D 3
3
2.5
3
2.6 SAND, grey black, fine to medium grained, dense, moist D 7
Dense 2.75 11
D 12
3
3
D
3.25
D
3.5
D
3.75
D
4
4
D
4.25
D
PTG - BOREHOLE REPORT (NORMAL) PTG00258BHLOGS.GPJ DRAFT.GDT 21/6/24
4.5
D
4.75
D
5
5
D
5.25
D
5.5
D
5.75
D
6
6
Bore terminated at 6 m.
Target depth achieved.
Remarks:
ASS sampling at 0.25 m intervals from 0.25 m to 6 m depth.
Page 17
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Appendix 3
LABORATORY TESTING
PTG/00259 – 25 Wyuna Drive, Noosaville 28 June 2024
Page 18
Certificate of Analysis
NATA Accredited
Accreditation Number 1261
Protest Engineering Pty Ltd Site Number 20794
159 Coronation Drive Accredited for compliance with ISO/IEC 17025 – Testing
NATA is a signatory to the ILAC Mutual Recognition
Milton Arrangement for the mutual recognition of the
equivalence of testing, medical testing, calibration,
Qld 4064 inspection, proficiency testing scheme providers and
reference materials producers reports and certificates.
Attention: Luke Goodluck
Report 1104946-S
Project name 25 WYUNA DRIVE
Project ID PTG/00259
Received Date Jun 06, 2024
Client Sample ID BH1_0.0-0.25 BH1_0.25-0.5 BH1_0.5-0.75 BH1_0.75-1.0
Sample Matrix Soil Soil Soil Soil
Eurofins Sample No. B24-Jn0011894 B24-Jn0011895 B24-Jn0011896 B24-Jn0011897
Date Sampled Not ProvidedI12 Not ProvidedI12 Not ProvidedI12 Not ProvidedI12
Test/Reference LOR Unit
Acid Sulfate Soils Field pH Test
pH-F (Field pH test)* 0.1 pH Units 7.6 7.4 7.2 7.5
pH-FOX (Field pH Peroxide test)* 0.1 pH Units 5.4 5.7 5.3 5.4
Reaction Ratings*S05 0 comment 2.0 3.0 4.0 2.0
Client Sample ID BH1_1.0-.125 BH1_1.25-1.5 BH1_1.5-1.75 BH1_1.75-2.0
Sample Matrix Soil Soil Soil Soil
Eurofins Sample No. B24-Jn0011898 B24-Jn0011899 B24-Jn0011900 B24-Jn0011901
Date Sampled Not ProvidedI12 Not ProvidedI12 Not ProvidedI12 Not ProvidedI12
Test/Reference LOR Unit
Acid Sulfate Soils Field pH Test
pH-F (Field pH test)* 0.1 pH Units 7.4 8.6 8.9 7.5
pH-FOX (Field pH Peroxide test)* 0.1 pH Units 4.8 6.9 7.4 2.3
Reaction Ratings*S05 0 comment 3.0 3.0 3.0 4.0
Client Sample ID BH1_2.0-2.25 BH1_2.25-2.5 BH1_2.5-2.75 BH1_2.75-3.0
Sample Matrix Soil Soil Soil Soil
Eurofins Sample No. B24-Jn0011902 B24-Jn0011903 B24-Jn0011904 B24-Jn0011905
Date Sampled Not ProvidedI12 Not ProvidedI12 Not ProvidedI12 Not ProvidedI12
Test/Reference LOR Unit
Acid Sulfate Soils Field pH Test
pH-F (Field pH test)* 0.1 pH Units 7.4 7.1 6.9 6.7
pH-FOX (Field pH Peroxide test)* 0.1 pH Units 2.9 2.5 2.0 2.0
Reaction Ratings*S05 0 comment 4.0 4.0 4.0 4.0
Eurofins Environment Testing 1/21 Smallwood Place, Murarrie, QLD, Australia, 4172 Page 1 of 8
Date Reported: Jun 07, 2024 ABN : 50 005 085 521 Telephone: +61 7 3902 4600 Report Number: 1104946-S
Page 19
Client Sample ID BH1_3.0-3.25 BH1_3.25-3.5 BH1_3.5-3.75 BH1_3.75-4.0
Sample Matrix Soil Soil Soil Soil
Eurofins Sample No. B24-Jn0011906 B24-Jn0011907 B24-Jn0011908 B24-Jn0011909
Date Sampled Not ProvidedI12 Not ProvidedI12 Not ProvidedI12 Not ProvidedI12
Test/Reference LOR Unit
Acid Sulfate Soils Field pH Test
pH-F (Field pH test)* 0.1 pH Units 7.2 7.1 7.2 7.2
pH-FOX (Field pH Peroxide test)* 0.1 pH Units 2.4 2.5 2.5 2.5
Reaction Ratings*S05 0 comment 4.0 4.0 4.0 4.0
Client Sample ID BH1_4.0-4.25 BH1_4.25-4.5 BH1_4.5-4.75 BH1_4.75-5.0
Sample Matrix Soil Soil Soil Soil
Eurofins Sample No. B24-Jn0011910 B24-Jn0011911 B24-Jn0011912 B24-Jn0011913
Date Sampled Not ProvidedI12 Not ProvidedI12 Not ProvidedI12 Not ProvidedI12
Test/Reference LOR Unit
Acid Sulfate Soils Field pH Test
pH-F (Field pH test)* 0.1 pH Units 7.3 7.2 7.2 7.1
pH-FOX (Field pH Peroxide test)* 0.1 pH Units 2.6 2.5 2.6 2.6
Reaction Ratings*S05 0 comment 4.0 4.0 4.0 4.0
Client Sample ID BH1_5.0-5.25 BH1_5.25-5.5 BH1_5.5-5.75 BH1_5.75-6.0
Sample Matrix Soil Soil Soil Soil
Eurofins Sample No. B24-Jn0011914 B24-Jn0011915 B24-Jn0011916 B24-Jn0011917
Date Sampled Not ProvidedI12 Not ProvidedI12 Not ProvidedI12 Not ProvidedI12
Test/Reference LOR Unit
Acid Sulfate Soils Field pH Test
pH-F (Field pH test)* 0.1 pH Units 7.1 7.1 7.1 7.2
pH-FOX (Field pH Peroxide test)* 0.1 pH Units 2.5 2.2 2.6 2.6
Reaction Ratings*S05 0 comment 4.0 4.0 4.0 4.0
Eurofins Environment Testing 1/21 Smallwood Place, Murarrie, QLD, Australia, 4172 Page 2 of 8
Date Reported: Jun 07, 2024 ABN : 50 005 085 521 Telephone: +61 7 3902 4600 Report Number: 1104946-S
Page 20
Certificate of Analysis
NATA Accredited
Accreditation Number 1261
Protest Engineering Pty Ltd Site Number 20794 & 2780
159 Coronation Drive Accredited for compliance with ISO/IEC 17025 – Testing
NATA is a signatory to the ILAC Mutual Recognition
Milton Arrangement for the mutual recognition of the
equivalence of testing, medical testing, calibration,
Qld 4064 inspection, proficiency testing scheme providers and
reference materials producers reports and certificates.
Attention: Luke Goodluck
Report 1108357-S
Project name 25 WYUNA DRIVE
Project ID PTG/00259
Received Date Jun 12, 2024
Client Sample ID BH1_1.75-2.0 BH1_2.75-3.0 BH1_3.75-4.0 BH1_4.75-5.0
Sample Matrix Soil Soil Soil Soil
Eurofins Sample No. B24-Jn0039179 B24-Jn0039180 B24-Jn0039181 B24-Jn0039182
Date Sampled Not ProvidedI12 Not ProvidedI12 Not ProvidedI12 Not ProvidedI12
Test/Reference LOR Unit
Extraneous Material
<2mm Fraction 0.005 g 54 74 70 56
>2mm Fraction 0.005 g < 0.005 < 0.005 < 0.005 < 0.005
Analysed Material 0.1 % 100 100 100 100
Extraneous Material 0.1 % < 0.1 < 0.1 < 0.1 < 0.1
Net Acidity (Excluding ANC)
s-CRS Suite - Net Acidity - NASSG (Excluding ANC) 0.02 %S 0.08 0.25 0.06 0.07
CRS Suite - Net Acidity - NASSG (Excluding ANC) 10 mol H+/t 48 160 35 43
CRS Suite - Liming Rate - NASSG (Excluding ANC) 1 kg CaCO3/t 3.6 12 2.6 3.3
Actual Acidity (NLM-3.2)
pH-KCL (NLM-3.1) 0.1 pH Units 5.8 5.4 5.5 5.5
Titratable Actual Acidity (NLM-3.2) 2 mol H+/t 4.3 6.9 3.7 3.9
Titratable Actual Acidity (NLM-3.2) 0.003 % pyrite S 0.007 0.011 0.006 0.006
Potential Acidity - Chromium Reducible Sulfur
Chromium Reducible Sulfur (s-SCr) (NLM-2.1)S04 0.005 %S 0.070 0.24 0.050 0.063
Chromium Reducible Sulfur (a-SCr) (NLM-2.1) 3 mol H+/t 43 150 31 39
Extractable Sulfur
Sulfur - KCl Extractable 0.005 %S N/A N/A N/A N/A
HCl Extractable Sulfur 0.005 %S N/A N/A N/A N/A
Retained Acidity (S-NAS)
Net Acid soluble sulfur (SNAS) NLM-4.1 0.005 %S N/A N/A N/A N/A
Net Acid soluble sulfur (s-SNAS) NLM-4.1S02 0.005 %S N/A N/A N/A N/A
Net Acid soluble sulfur (a-SNAS) NLM-4.1 2 mol H+/t N/A N/A N/A N/A
HCl Extractable Sulfur Correction Factor 1 factor 2.0 2.0 2.0 2.0
Acid Neutralising Capacity (ANCbt)
Acid Neutralising Capacity - (ANCbt) (NLM-5.2) 0.01 % CaCO3 N/A N/A N/A N/A
Acid Neutralising Capacity - (s-ANCbt) (NLM-5.2)S03 0.02 %S N/A N/A N/A N/A
Acid Neutralising Capacity - (a-ANCbt) (NLM-5.2) 2 mol H+/t N/A N/A N/A N/A
ANC Fineness Factor factor 1.5 1.5 1.5 1.5
Net Acidity (Including ANC)
s-CRS Suite - Net Acidity - NASSG (including ANC) 0.02 %S 0.08 0.25 0.06 0.07
CRS Suite - Net Acidity - NASSG (Including ANC) 10 mol H+/t 48 160 35 43
CRS Suite - Liming Rate - NASSG (Including ANC)S01 1 kg CaCO3/t 3.6 12 2.6 3.3
Sample Properties
% Moisture 1 % 20 19 19 19
Eurofins Environment Testing 1/21 Smallwood Place, Murarrie, QLD, Australia, 4172 Page 1 of 7
Date Reported: Jun 19, 2024 ABN : 50 005 085 521 Telephone: +61 7 3902 4600 Report Number: 1108357-S
Page 21
Protest Engineering
ABN: 26 602 913 673
www.protestengineering.com
Material Quality Report
Client : PTG CONSULTING PTY LTD Report Number : SR/PTP/14152 - 8/1
Client Address : level 3/159 Coronation Drive, Milton, 4064, QLD Report Date : 13/06/2024
Project Name : Lab Testing - Sunshine Coast Test Request : PTG/00259
Project Number : PTP/14152
Page 1 of 1
Location : Baringa
Test Methods : AS1289.3.6.1, AS1289.2.1.1,AS1289.1.1,
Material Description Sand
Sample Number : S/255424 Sampling Method : As Received
Date Tested : 12/06/2024 Date Sampled : 4/06/2024
Material Source : Insitu Location 1 : BH1
Material Type : Foundation Location 2 : 2.5 - 2.9 m
Lot Number : - Location 3 : -
PSD Specification Number : N/A Location 4 : -
ATT Specification Number : N/A
AS Sieve Size (mm) : Percent Passing (%) : Specification Limits : Particle Size Distribution Graph
100
75.0
63.0 90
53.0
80
37.5
26.5 70
Percentage Passing (%)
19.0
60
16
13.2 50
9.5
40
6.7
4.75 100 30
2.36 100
20
1.18 100
0.600 99 10
0.425 96
0
0.300 76
0.3mm
0.6mm
0.15mm
1.18mm
2.36mm
4.75mm
0.425mm
0.075mm
0.150 12
0.075 7 Sieve Size (mm)
Atterberg Limits : Test Methods: Test Results : Specification Limits : Test Results : Specifications Limits :
Liquid Limit (%) : AS1289.3.9.2 39 WPI : Q252
Plastic Limit (%) : AS1289.3.2.1 Non Plastic
Plasticity Index (%) : AS1289.3.3.2 Non Plastic
Linear Shrinkage (%) : AS1289.3.4.1 0 Linear Shrinkage Mould Length (mm): 124
Notes : History of Sample: Oven Dried, Method of Preparation: Dry Sieved, Linear Shrinkage: Nil Occurred
Pre-treatment (CAn) : -
Pre-treatment (Wn) : -
Mass Retained (R) : -
Remarks : -
Note: The results contained in this report relate only to the item/s that were tested/sampled APPROVED SIGNATORY
Accredited for Compliance with ISO/ IEC 17025 - Testing
Protest Engineering (Sunshine Coast) Accreditation Number - 20499
Base Laboratory Site Number - 24490 - Sunshine Coast
Base Laboratory Address - 2/9-13 Matheson St, Baringa, QLD 4551 Liam Manfield - Signatory
Document Number : RF9 Date : 30/05/2024