Reference Document OPW19 0098 Acid Sulphate Investigation · OPW19/0098

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August

2003 -i- 03683042(AA)

TABLE OF CONTENTS

 
  

 
 
 
  

SECTION PAGE
1.0 INTRODUCTION... eects re nitntnnseneenenersneneaneenetas
2.0 SITEDESCRIPTION...... we
3.0 PROPOSED DEVELOPMENT ......0....ccececccsesssecesetscsaeeseeesesseesseseesesentneneaes 1
4.0 METHOD OF INVESTIGATION. sesseeeeeneessennnensnnenes 2
4.1 Field Work .....cccccceccesetesccestereeceseuscsnssnssesenscenceecneesesensaastasneenesensaasassan gens 2
4.2 Laboratory Testing........... cesses petesacevececsatensecsneeeaetentenees Lecaeeesenes 2
5.0 GEOLOGY & SUBSURFACE CONDITIONS :
6.0 COMMENTS & RECOMMENDATIONS .........ceeeeeeees
6.1 Field pH (pH;) and Peroxide pH (pHrox).
6.2 Summary of Soil Analysis Results
6.3 Extent and Severity...
6.4 Recommendations... eeccssessseessesnreseeeneeenseensseneenenenenee
7.0 IMPORTANT INFORMATION
LIST OF TABLES
Table 1 ASS Action Criteria.
Table 2° Summary of ASS Testing
LIST OF FIGURES
Figure 1 Site Plan
Figure 2 Proposed Development
LIST OF APPENDICES
Appendix A Reports of Boreholes
Explanation of Notes, Abbreviations & Terms Used on Borehole
and Test Pit Reports
Method of Soil Description Used on Borehole and Test Pit Reports
Appendix B Environmental Laboratory Test Results
Appendix C Important Information About Your Environmental Assessment

Golder Associates

 

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4.0 “INTRODUCTION

This report details the results of an acid sulfate soil (ASS) investigation carried out by Golder
Associates for a proposed commercial development described as “Precinct N” and Socated
north of Eumundi — Noosa Road, Noosaville. The investigation was undertaken for Mintgrove
Pty Ltd at the request of Noosa Town Planning.

The development includes filling more than 500 m’, with an average fill depth of greater than
0.5 m, on land below the RL 5 m AHD contour. The investigation was undertaken in order to

_ assess the extent of acid sulfate soils and acid ground water across the development site in

accordance with the requirements of the State Planning Policy 2/02 “Planning and Managing
Development involving Acid Sulfate Soils” (SPP 2/02). This report details the results of the
fieldwork and laboratory testing together with an assessment of the extent of ASS.

2.0 SITE DESCRIPTION

“Precinct N” (‘the site’) is located in the northern part of an allotment described as Lot 311 on
SP114182 that covers a total area of 4.368 hectares. Access to Lot 311 is via Gateway Drive
off Eumundi — Noosa Road in the south, and via a track that traverses the adjacent Lot 23 on
RP867628 from Venture Drive in the east. A residential development is located to the west of
the site, with vacant land located to the north and an industrial subdivision to the east.

The site covers an area of about 1.33 hectares and is mostly covered by dense regrowth
vegetation including she-oak and melaleuca. Some vegetation had been cleared from the
western part of the site at the time of the investigation. The remainder of Lot 311 had been
recently cleared. The ground surface generally slopes at about 2° to 3° towards the north,
before increasing up to about 10° adjacent to a break-in-slope which defines the southern edge
of a relatively level, low-lying area. The break-in-slope intersects the north-eastern part of the
site and is shown in Figure 1, together with the approximate extent of vegetation. Vegetation
at the southern fringe of the low-lying area is similar to that described across the sloping part
of the site, however changes to short (sedge) grasses together with scattered melaleuca about
20 m to 30 m towards the north. It is inferred that the low-lying area is part of the flood plain
associated with Lake Doonella, which is located about 300 m to the north of the site.

3.0 PROPOSED DEVELOPMENT

A drawing prepared by Herwig Hartl shows the proposed development layout together with
proposed site levels and drainage (ref. Figure 2). The proposed development will comprise
three childcare buildings, a swim school, gymnasium and an indoor entertainment and
education building together with car parking areas. Earthworks will consist of mostly filling
to depths of up to about 2 m, with some cutting up to about 1 m depth in the south-western
corner of the site (above RL 5 m AHD). Given the proposed filling and design invert levels
for the stormwater drains, trench excavations within in situ soils will be minimal.

Golder Associates

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August 2003 +2 03683042(AA)

 

4

4.0 METHOD OF INVESTIGATION
4.4 Field Work

The October 1998 “Guidelines for sampling and analysis of lowland Acid Sulfate Soils (ASS)
in Queensland” (Revision 4.0) produced by QASSIT (Queensland, Acid Sulfate Soils
Investigation Team) recommends four boreholes for development sites of less than one
hectare. Less than one hectare of the site is below RL 5 m, and about 1000 m? in the north-
western corner will not be developed. oO

Four boreholes (BH1 to BH4) were initially drilled using vibro-vacuum coring (VVC) rig
mounted on a 4WD utility drill rig to 2 m depth across vehicle-accessible. parts of the site
below RL 5 m. These boreholes were located above the previously mentioned break-in-slope ”
which defines the edge of the low-lying land (that intersects the north-eastern part of the site).

In order to assess the extent of ASS in the low-lying part of the site, one additional borehole
(BHS) was drilled by hand auger to refusal at 1 m depth. Borehole positions and site features
were located using a hand-held GPS unit having + 3 m accuracy for E/N coordinates.

Samples for ASS testing were recovered from the five boreholes at 250 mm intervals to the
depth of investigation. ASS sampling protocols in the field were conducted to minimise
oxidation prior to laboratory testing, and followed the QASSIT Guidelines.

The fieldwork was undertaken by experienced geotechnical personnel on 29 and 31 July 2003
and the borehole locations are shown in Figure 1. Results of the fieldwork are presented in
the Reports of Boreholes in Appendix A, along with explanatory notes.

4.2 Laboratory Testing

Tests to assess field pH and pH after oxidation (with 30% hydrogen peroxide solution

‘buffered to pH>4.5) were conducted as an initial screening procedure to help select samples

for Total Actual Acidity (TAA) and Chromium Reducible Sulfur (Scr) testing. Based upon
our assessment of the pH test results, a total of ten sub-samples were analysed by Mazlab at
Chinderrah, NSW using Method 22 as detailed in the QASSIT guidelines. The pH screening
was also conducted by Mazlab.

The ASS test results are given in Appendix B and are discussed in Section 6.0.

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5.0 ‘GEOLOGY & SUBSURFACE CONDITIONS

Available geological information! indicates that the site is underlain by the late Triassic to
Jurassic age Tiaro Coal Measures comprising “.-sandstone, siltstone, shale and coal”.

The subsurface conditions encountered in the boreholes comprise a consistent profile of
mostly grey silty/clayey sand overlying light coloured, high plasticity residual silty clay to the
depth of investigation. The clay was noted to be tending to weathered siltstone below about
1.5 m depth in boreholes BH2 and BH4. Refusal on cobbles (probably ferruginous) was
encountered at 1 m depth in borehole BHS.

Ground water was not encountered in the boreholes during drilling. Based upon our
experience in similar geology, the permanent ground water table is probably located at least
5 m below the ground surface in the vicinity of the site.

6.0 COMMENTS & RECOMMENDATIONS

The development of Potential Acid Sulfate Soils (PASS) is commonly the result of marine
and estuarine deposition of sulfate and iron bearing sediments in the presence of an abundant
source of readily decomposable organic matter resulting in the deposition of pyrite. This
pyrite is stable within the soil so long as anoxic conditions prevail. Oxidation of this material
produces acidic conditions and oxidation typically occurs as the material is exposed above the
water table, either by excavation or by water table draw-down. :

Previous experience and available guidelines indicate that (PASS) are normally restricted in
extent to recent (Holocene to Pleistocene age) soil horizons deposited in a saline environment
below RL 5 m. The topography of the north-eastern part of this site is consistent with the
above criteria. Our interpretation of the geology (late Triassic to Jurassic residual strata)
indicates a low probability of acid sulfate soils occurrence.

Published information’ classifies the part of the site above RL 5 m as having a “low or
negligible risk of ASS occurrence”, with land below RL 5 m being “where ASS occurs within
5 m of the ground surface”. It should be noted that the available ASS map was based upon
assessment of broadscale information and that no ‘ground truthing’ (ie. drilling of boreholes)
was conducted within the area below RL 5 m north to the shore of Lake Doonella.

6.1 Field pH (pH;) and Peroxide pH (pHrox)

A typical consequence of the oxidation of pyrite in soils and the formation of sulfuric acid is a
drop in soil pH. Measuring field pH (pH;) as soon as possible after sampling and then
measuring pH following oxidation of the soil in suspension with a strong oxidising agent
(hydrogen peroxide) provides a simple, relatively conservative test procedure to detect soils
which are not likely to be acid sulfate soils. The test simulates extreme natural conditions and
pH drops following this test may not be entirely attributable to pyrite oxidation.

' 1:100,000 Geological Map, GYMPIE SPECIAL, Sheet 9445 & Part 9545, DME, 1999
2 1:100,000 Redcliffe to Teewah ASS Map 2, DNR, 1999.

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pH; and pHyox Was measured by the analytical laboratory on all samples and the results are
summarised in Table 2.

Soils at the site were found to be moderately acidic with pH, values (natural state) ranging
between 3.5 and 4.3. ,

6.2. Summary of Soil Analysis Results
Table 1 shows the ASS action levels adopted by Queensland authorities based on three broad
texture categories (QASSIT Guidelines - October 1998). These categories have been used to

highlight significant results in Table 2, based on the Action Criteria for coarse textured soils.

Table 1: ASS Action Criteria, . .

 

 

 

 

Coarse Texture $5 0.03 18 0.03 18
Sands to loamy sands
Medium Texture 5-40 0.06 36 0.03 18
Sandy loams to light
clays
Fine Texture 240 0.1 62 0.03 18
Medium to heavy

 

 

 

 

 

 

 

clays and silty clays

 

It is estimated that up to about 500 tonnes of soil will be disturbed at the site by excavation in
the south-west corner and elsewhere for underground services. Given the fine texture of the
soil (silty clay) the guidelines require the adoption of Action Criteria being 0.1% for
oxidisable sulfur and 62 mol H+/tonne for acidity.

The data quantifying the acid generating potential for soils sampled within the site have been
collated and are summarised in Table 2. Laboratory reports are presented in Appendix B.

Samples with pH drops of 2.0 or more pH units or pH < 3 after oxidisation are highlighted in
Table 2 together with Scr % and TAA values above the QASSIT action levels.

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Table 2: Summary of ASS Testing

Notes:

1,
2.
3.

Shaded pHyox results are those 2.0 or more pH units less than pH field results and/or pH <3 after oxidisation.
Shaded TAA and % Scg results are those exceeding the QASSIT action level.

Liming Rates calculated using Factor of Safety of 1.5, Bulk Density of 1.7 t/m? and including allowance for
actual acidity (equivalent S% = TAA/624).

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The following observations are made regarding the results in Table 2:

¢ The residual in situ soils at this site are moderately acidic in their natural state. The pH
drops following oxidation (pHyox) for the samples less than 1.0 unit, apart from the near
surface samples in boreholes BH1, BH2 and BHS. These reductions in pH following
oxidation are. inferred to be due to the presence of organic matter resulting in the release
of organic acid upon oxidation. ,

e The Scg results for nine of the ten samples tested are 0.00%, with one result of 0.01%
(0.25 m depth @BHS). All Scr results are significantly less than the Action Criteria (ie.
0.1%). ‘

e TAA values range from 14 mol H+/t up to a maximum of 244 mol H+/t at 1.0 m depth in
borehole BH2. Eight of the ten samples tested exceed the acidity Action Criteria of
62 mol H+/t.

6.3 Extent and Severity

The results from this investigation indicate that there is a negligible probability that acid
sulfate soils or acidic ground water having the potential to cause environmental harm exist
within the proposed development area.

However, the actual acidity values of the soil, together with the natural pH results, indicate
that the site soils contain existing acidity. Given the geology of the site and lack of sulfidic
content within the soils, the existing acidity is interpreted to be the result of the deep leaching
and weathering of the residual strata, rather than being an indicator of the presence of Actual
Acid Sulfate Soils. ,

Although the site does not contain acid sulfate soils, the State Guidelines require that any
existing acidity above the relevant Action Criteria requires treatment for neutralisation. A
maximum lime treatment at a rate of about 31 kg/m? was calculated for the clay sample
recovered from | m depth in borehole BH2. Existing acidity values (TAA) recorded for the
sand samples are less than the Action Criteria.

6.4 Recommendations

We believe that the results of this investigation confirm that there is a negligible risk of acid
sulfate soils (and acid ground water) occurrence within the proposed development area.
However, due to the presence of existing, non-sulfidic acidity within the clayey soils, lime
treatment of these soils at a rate of about 30 kg/m’ will be necessary where they are
excavated. It will therefore be necessary to include this requirement in the Environmental
Management Plan (EMP) for the development.

Golder Associates

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7.0 IMPORTANT. INFORMATION

Your attention is drawn to the document - “Important Information About Your Geo-
Environmental Report”, which is included in Appendix’C of this report. This document has
been prepared by the ASFE (Professional Firms Practicing in the Geosciences), of which
Golder Associates is a member. The statements presented in this document are intended to
advise you of what your realistic expectations of this report should be, and to present you with
recommendations on how to minimise the risks associated with the groundworks for this
project. The document is not intended to reduce the level of responsibility accepted by
Golder Associates, but rather to ensure that all parties who may rely on this report are aware
of the responsibilities each assumes in so doing. ,

GOLDER ASSOCIATES PTY LTD

NJ

r

Ashley Davey BE(Geol.) MIEAust John § Tucker MIEAust RPEQ 1551
Geotechnical Engineer Associate

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Golder Associates

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Page 12

Appendix A

Reports of Boreholes
Explanation of Notes, Abbreviations & Terms Used on
Borehole and Test Pit Reports
Method of Soil Description Used on Borehole and Test Pit
Reports ,

Page 13

 

 

REPORT OF BOREHOLE: BH1

 

 

 

 

 

Pad

GAPS_1.GLA FULL PAGE J12003\ENVIRON(036830421036830428H.GPJ_GAPS_1.GDT 0808/2003

 

 

 

 

 

 

 

 

 

 

 

 

 

 

 

 

 

 

 

 

 

 

 

 

 

 

 

 

SHEET: 1 OF 4
CLIENT: Mintgrove Pty Ltd POSITION: Refer to Site Plan DRILL RIG: Vibro Vacuum Corer
PROJECT: Commercial SURFACE RL: m DATUM: AHD71 ORILLER: TERRY BRAYWHITE
LOCATION: Gateway Drive INCLINATION: -90° LOGGED: ACD DATE: 29/7/03
JOB NO: 03683042 HOLE DIA: 50 mm HOLE DEPTH: 2.00 m CHECKED: Met DATE: 1ij4 {C3
Drilling Sampting . Field Material Description
z bod
Sw ° = 3
ey & 3 wc STRUCTURE AND
8 [ES] «| oz Se lee | & SOIL / ROCK MATERIAL DESCRIPTION Slee ADDITIONAL
= wee) ee peprel 18)8e]8 : B 123 OBSERVATIONS
2 eel S41 Be PR 2163/3 = {88
9.0 Clayey SAND (FILL)
fine to medium grained, grey
4 = 4
0,20
Silty SAND 1
fine to medium grained, grey, light grey
2
4 g 4
3
4 3
@| | | 3 .
0,80 d
Silty CLAY
high plasticity, light grey, light brown and red brown
2 1.04 4
4 =|é 4
4.5: $90) | Jem] Liew + HY 4
. becoming light grey and red brown
2.00
=~ END OF [email protected] m
Jol lost —-L—~—-~-—-tI_iIt- ~~ LL

 

 

 

 

 

 

 

 

This report of borehole must be read In conjunction with accompanying notes and abbreviations. It has been prepared for
environmental purposes only, without attempt to consider geotechnical properties or the geotechnical significance of the materials, Fois
Ri

 

encountered. As such it should not be relied upon for geotechnical purpases. GAP gINT FN.

 

Page 14

 

 

 

 

 

 

 

  

 

 

 

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SHEET: 1 OF 1
CLIENT: Mintgrove Pty Ltd POSITION: Refer to Site Plan DRILL RIG: Vibro Vacuum Corer
PROJECT: Commercial SURFACE RL: m DATUM: AHD71 DRILLER: TERRY BRAYWHITE
LOCATION: Gateway Drive INCLINATION: -90° LOGGED: ACD DATE: 29/7/03
JOB NO: 03683042 HOLE DIA: 50 mm_ HOLE DEPTH: 2.00m CHECKED: Aca DATE: ViBles
Drilling Sampling Field Material Description
by @ 3g w STRUCTURE AND
[vd B
8l4le| oe SOMBER [wie | SOIL / ROCK MATERIAL DESCRIPTION 5 ee ADDITIONAL
= ieee) es ge .18 & |e OBSERVATIONS
& 68) =| &S joerry BleS|2 3 |8a
= jax) s] of] a &}oOS|5 = joa
0.0 Sia] Sity SAND
fine to medium grained, grey
4 a 4
=
a
0.30 |__| 4
H| Silty CLAY
high plasticity, light grey, orange brown and red brown
@ | jx /:
g Fe ce | = . J
. becoming light grey and red brown, trace of Temraginous
gravel
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g This report of borehole must be read in conjunction with accompanying notes and abbreviations. It has as been prepared for
6 environmental purposes only, without attempt to consider geotechnical properties or the geotechnical significance of the materials
encountered. As such it should not be relied upon for geotechnical purposes. GAP gINT FN. Fota

 

 

 

Page 15

 

 

 

 

 

 

 

 

 

 

   

 

 

 

 

 

 

 

 

 

 

 

 

 

 

 

 

 

 

 

 

 

 

Associates SHEET: 1 OF 1
CLIENT: Mintgrove Pty Ltd POSITION: Refer to Site Plan DRILL RIG: Vibro Vacuum Corer
PROJECT: Commercial SURFACE RL: m DATUM: AHD71 DRILLER: TERRY BRAYWHITE
LOCATION: Gateway Drive INCLINATION: -90° LOGGED: ACD DATE: 29/7/03
JOB NO: 03683042 HOLE DIA: 50mm HOLE DEPTH: 2.00m CHECKED: Ace DATE: {8 feos
Drilling Sampling Field Material Description
Zz >
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84 el ce SAMPLEOR yale 1 & SOIL / ROCK MATERIAL DESCRIPTION P lee ADDITIONAL
=z lho) w|es o)a 3% @ 19g OBSERVATIONS
& |58)] < | Ge loser G18] 3 86a
= |rels| o£] a z}oo|3S = 180)
0.0 x" TSM Silty SAND
fine to medium grained, grey
4 5 4
=
=
0.30 = 4
Clayey SAND
fine to medium grained, brown
Qo
=
@| | 1
0.60 : |_J 4
Ke —4 CH] Silty CLAY
i—— high plasticity, light grey, light brown and red brown
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K-44 gravel
4 4 4
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g This report of borehole must be read in conjunction with accompanying notes and abbreviations. it has been prepared for
o environmental purposes only, without attempt to consider geotechnical properties or the geotechnical significance of the materials,
encountered. As such it should not be relied upon for geotechnical purposes. GAP gINT FN. o |

 

Page 16

 

 

 

 

 

 

 

  

 

 

 

 

 

 

 

 

2.

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GAPS_1.GLB FULL PAGE JA200NENVIRONW3653042036230428H.GP GAP!

 

REPORT OF BOREHOLE: BH4
SHEET: 1 OF 1
CLIENT: Mintgrove Pty Ltd POSITION: Refer to Site Plan DRILL RIG: Vibro Vacuum Corer
PROJECT: Commercial SURFACE RL: m DATUM: AHD71 DRILLER: TERRY BRAYWHITE
LOCATION: Gateway Drive INCLINATION: -90° LOGGED: ACD DATE: 29/7/03
JOB NO: 03683042 HOLE DIA: 50mm_ HOLE DEPTH: 2.00 m CHECKED; Ae DATE: (U1 6 cS
Dritling Sampling Field Material Description
by g 3 w/e STRUCTURE AND
- 4 we
8lftle| og SAMPLEOR gig |e SOIL / ROCK MATERIAL DESCRIPTION 5 lee] « ADDITIONAL
zee) H Lee Ble 3 @ |9g) OBSERVATIONS
i [38] s ] Be josery BeSi3 3186
=z) 3] o£] rR x] O3] > = joa
9.0 SM] Sity SAND
fine to medium grained, grey
0.30 3/9 q
Clayey SAND 2] 5
fine to medium grained, light brown
@ 05 . 4
0.60 a 4
CH{ Silty CLAY
medium plasticity, light grey, orange brown and red brow;
g ee ee se ed -———— - —— — — + --- + 4
. becoming light grey and red br
4 ea] =18 1
4.5—{1% |
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“ END OF [email protected] m
a -t— lest —-L—~-~-~--- J--l-4—--—---—-------~--~---- L J-t——----—--------H
This report of borehole must be read in conjunction with accompanying notes and abbreviations. It has been prepared for
‘environmental purposes only, without attempt to consider geotechnical properties or the geotechnical significance of the materiats.
encountered. As such it should not be relied upon for geotechnical purposes. GAP gINT FN. ole

 

 

Page 17

 

REPORT OF BOREHOLE: BH5

SHEET: 1 OF 1

 

 

 

 

 

 

 

 

 

 

 

 

 

 

 

 

 

 

 

 

 

 

 

 

 

 

 

This report of borehole must be read in conjunction with accompanying notes and abbreviations, It has been prepared for
environmental purposes only, without attempt to consider geotechnical properties or the geotechnical significance of the materials.
encountered. As such it should not be relied upon for geotechnical purposes. GAP gINT FN. rota

CLIENT: Mintgrove Pty Ltd POSITION: Refer to Site Plan DRILL RIG: Hand Auger
PROJECT: Commercial SURFACE RL: m DATUM: AHD71 DRILLER:
LOCATION: Gateway Drive INCLINATION; -90° LOGGED: PGH DATE: 31/7/03
JOB NO: 03683042 HOLE DIA: 50mm HOLE DEPTH: 1.00 m CHECKED: Aces DATE: iL /Sic3
Dritting Sampiting . Field Material Description
z ~
Ow 8 s Q
=o e g wl STRUCTURE AND
gis el xe SAMPLE QR ele 1 & SOIL / ROCK MATERIAL DESCRIPTION See ADDITIONAL
2 ipepw |) £8 Sle) 2 5 lee OBSERVATIONS
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5 |fels| af] re 2{o9|5 = [So
9.0 SM] Silty SAND.
fine to medium grained, grey, trace of root matter
4
Samples taken
azo | 2ampres maken yd fied LLU = J
every 0.28 mio { some gravel a
. =
0.40 |_| 4
CH] Silty CLAY
high plasticity, pale grey, yellow brown, trace of
oe os— gravel/cobbles. = _
4 a 4
>
Kk—|
jx— |
4 4.00 | —4
" END OF [email protected] m
REFUSAL ON COBBLES
6) |
8 1 4
3 1 ]
g
z 4 4
3
g 2.0 4
g
z i J
4
g
5
2 7 A
a
= o-+ les ae ee ee tte ee ee ee en freee se da me ny ee a
g
&

 

 

 

Page 18

 

 

 

EXPLANATION OF NOTES, ABBREVIATIONS & TERMS
:. USED ON BOREHOLE AND TEST PIT REPORTS

 

DRILLING/EXCAVATION METHOD

AS* Auger Screwing RD Rotary blade or drag bit HQ Diamond Core - 63 mm

AD* Auger Drilling RT Rotary Tricone bit NMLC Diamond Core - 52 mm

vv V-Bit RAB _ Rotary Air Blast NQ Diamond Core - 47 mm

‘T TC-Bit, e.g. ADT RC __ Reverse Circulation BH Tractor Mounted Backhoe
HA Hand Auger PT Push Tube EX Tracked Hydraulic Excavator
DTC _Diatube Coring cT Cable Toot Rig EE Existing Excavation

WB Washbore or Bailer JET Jetting HAND Excavated by Hand Methods

 

PENETRATION/EXCAVATION RESISTANCE
L Low resistance. Rapid penetration possible with little effort from the equipment used.
M Medium resistance. Excavation/possible at an acceptable rate with moderate effort from the equipment used.

H ‘High resistance to penetration/excavation. Further penetration is possible at a slow rate and requires
significant effort from the equipment.

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

These assessments are subjective and are dependent on many factors including the equipment power, weight, condition
of excavation or drilting tools, and the experience of the operator.

 

 

 

 

 

 

 

 

 

WATER .
YW Water level at date shown <j Partial water loss
c= Water inflow ~<q Complete water loss
GROUNDWATER NOT The observation of groundwater, whether present or not, was not possible due to drilling
OBSERVED ‘water, surface seepage or cave in of the borehole/est pit.
GROUNDWATER NOT The borehole/test pit was dry soon after excavation. However, groundwater could be
ENCOUNTERED present in less permeable strata. inflow may have been observed had the borehole/test pit
been left open for a longer period.
SAMPLING AND TESTING
SPT Standard Penetration Test to AS1289.6.3.1-1993
47,11 N=18 4,7,11 = Blows per 150mm. _N = Blows per 300mm penetration following 150mm seating
30/80mm Where practical refusal occurs, the blows and penetration for that interval are reported
RW Penetration occurred under the rod weight only
HW + Penetration occurred under the hammer and rod weight only
HB Hammer double bouncing on anvil
DS Disturbed sample
BDS Bulk disturbed sample
G Gas Sample *
Ww Water Sample
FP Field permeability test over section noted >
FV. Field vane shear test expressed as uncorrected shear strength sy
PID . Photoionisation Detector reading in ppm
PM - Pressuremeter test over section noted
PP Pocket penetrometer test expressed as instrument reading in kPa
U63 Thin wailed tube sample - number indicates nominal sample diameter in millimetres
Ranking of Visually Observable Contamination and Odour (for specific soil contamination assessment projects)
R=0 No visible evidence of contamination R=A No non-natural odours identified
R=1 Slight evidence of visible contamination R=B Slight non-natural odours identified
R=2 Visible contamination R=C Moderate non-natural odours identified
R=3 Significant visible contamination R=D Strong non-natural odours identified
ROCK CORE RECOVERY 4
TCR = Total Core Recovery (%) SCR = Solid Core Recovery (%) RQD = Rock Quality Designation (%)
= Length of core recovered , gq _ Length of cylindrical core recovered , |, _ Axial langths of core > 100mm 149
Length of core run Length of core run Length of core run

 

 

GAP Form No. 6
. RL3

Page 19

METHOD OF SOIL DESCRIPTION
y, Golder os USED ON BOREHOLE AND TEST PIT REPORTS

GRAPHIC LOG - TYPICAL SYMBOLS FOR SOILS

 

 

 

 

 

 

 

 

 

 

 

 

 

 

 

 

 

 

 

 

 

ri |---| CLAY (CL, Cl OR CH)
7 Ti
eo “= ©] ORGANIC SOILS
|°.o °c] GRAVEL (GP OR GW) |. « {(OLOR OHOR Pt)
. pV
72] SAND (SP OR SW) [ee] COBBLES OR BOULDERS

 

 

 

} * « “SILT (ML.OR MH)

 

 

 

Combinations of these basic symbols may be used to indicate mixed materials such as sandy clay.

 

CLASSIFICATION AND INFERRED STRATIGRAPHY \

Soil and Rock is classified and described in Reports of Boreholes and Test Pits using the preferred method given in
AS1726 - 1993, Appendix A. The material properties are assessed in the field by visual/tactile methods.

 

 

 

 

 

 

 

 

 

 

 

 

 

 

 

 

 

 

 

 

 

 

 

 

 

 

 

Particle Size Plasticity Properties
Major Division {Sub Division |Particle Size 40
BOULDERS > 200 mm om
COBBLES f63 to 200 mm weaum | day
Coarse 20 to 63 mm zs” a cay
x Low plastcty
GRAVEL Medium 6.0 to 20 mm g oy
Fine 2.0 to 6.0 mm 57 - ahi
§ . mit sift
Coarse 10.6 to 2.0 mm =
SAND Medium 0.2 to 0.6 mm = 10 LD” seat
Fine 0.075 to 0.2mm [eet Gaysa ‘men
Mt - Low fauid Emit sit
SILT 10,002 to 0.075 mm 0
0 10 20 30 40 50 60 70 80
CLAY < 0.002 mm Liquid Limit (%)
MOISTURE CONDITION AS1726 - 1993
Symbol Term Description
D Dry _ Sands and gravels are free flowing. Clays & Silts may be brittle or friable and powdery.
M Moist Soils are darker than in the dry condition & may feel cool. Sands and gravels tend to cohere.
Ww Wet Soils exude free water. Sands and gravels tend to cohere.
CONSISTENCY AND DENSITY AS1726 - 1993
Symbol Term Undrained Shear Symbol Term Density Index % SPT “N" 4
Strength :
VS Very Soft Oto 12kPa VL Very Loose Less than 15 Oto 4
Soft 12 to 25 kPa L Loose _ 18t0 35 4to10
F Firm 25 to 50 kPa MD | Medium Dense 35 to 65 10 to 30
St Stiff 50 to 100 kPa D Dense 65 to 85 30 to 50
vst Very Stiff 100 to 200 kPa VD Very Dense above 85 Above 50
H Hard above 200 kPa

 

 

 

 

 

 

 

 

 

 

# SPT correlations are not stated in AS1726 — 1993, and may be subject to corrections for overburden pressure and
equipment type.

in the absence of test results, consistency and density may be assessed from correlations with the observed behaviour
of the material.

 

 

 

GAP Form No. 5
RL4

Page 20

Frores Mazlab 02 6674 4469 To: Golder Associates - North Coast Attn. Ashley D. Date: 4/08/2003 Time: 2:47:24 PM Page 1 of 1

4 Anne Street Phone (02) 6674 3965

MA ZLAB PTY. LIMITED Chinderah Fax (02) 6674 4469
A.C.N. 083 815 338 NSW 2487 Mobile 015 149 374
A.B.N. 87 083 815 338 ~ email: [email protected]

Provisional Test Results
Ref. No. : GAS0889 , : Issued:  4/8/03,2:35 PM

Project: 0368-3042, Venture Dr Noosavill for Golder Associates Pty. Ltd.

 

 

 

 

 

 

 

 

 

 

 

 

 

 

 

 

 

 

 

 

 

 

 

 

 

 

 

 

 

 

 

 

 

 

 

 

 

 

 

 

 

 

 

 

 

Ref. Soil Type Date Reaction | Reaction pHF pHFox
lo. 1.0. (truncated description) Sampled to to 1s 15
aye + . Pp . suspension suspension
, Peroxide HCl in 1 molar in i molar
NaCl NaCl
4 BHO1 0.25 Silty SAND (SM), dark grey - Strong Slight 44 25
2 8HO1 0.50 Silty SAND (SM), grey - Strong Slight 44 2.7
3 BHO1 0.75 Silty SAND (SM), grey - Strong Slight |. 3.8 | 3.0
4 BHO1 1.00 © Silty CLAY (CH), brown mottled light - Slight Nil” 37 27 em
_ : grey .
5 BHO1 1.25. Silty CLAY (CH), grey mottled light - Strong ~ Nil 3.8 2.9
: greyed
6 BHO1 1.50 Silty CLAY (CH), red-brown motted - Slight Nil 3.6 29 sic
light grey. . aN
7 (BHO. 4.75 |. Silty CLAY (CH), red-brown mottled - Slight Nil 36 34
—_—: light grey
8 1H01 2:00 Silty CLAY (Ch), red-brown mottled - Slight Nil 3.6 29 .
light grey *
9 BHO2 0.25 Silty SAND (SM), grey - Moderate Slight 44 2.9
10 BHO2 0.50 Silty CLAY (CH), grey mottled brown | ° - Strong Nil 3:7 3.3 Ag
41. |BHO2 0.75 Silty CLAY (CH), light grey mottled - Slight Nit 3.6 3.3 ,
red-brown : ; - -
42 BHO2 1.00 Silty CLAY (CH), light grey mottled - Slight Nil 3.6 3.2 :
red-brown ae
13 |BHO2 1.25 © Silty CLAY (Ch), light grey mottled - Slight Nil 3.6 3.0
fted-brown
44 BHO2 1.50 Silty CLAY (CH), light grey mottied - Slight Nil 3.6 3.1
red-brown
145... |BHO2 1.75 Silty CLAY (Ch), light grey mottled - Slight Nil 3.6 3.4
red-brown
46 |BHO2 2.00 Silty CLAY (CH), light grey mottled - Slight Nil 36 34
red-brown
7 BHO3 0.25 Silty SAND (SM), dark grey - Slight Nil 43 3.7
148 |BHO3 0.50 Silty SAND (SM), grey-brown - Slight Slight 43 3.6
419 BHO3 0.75 Silty CLAY (CH), red-brewn mottled . Moderate Nil 3.8 3.4 ye
light grey .
20 BHO3 1.00 Silty CLAY (CH), red-brown mottled - Slight Nil 3.8 3:3
— light grey
2. BHO3 1.25 Silty CLAY (CH), red- brown mottled - Slight Nil 3.7 33
light grey
-@ 8HO3 1,50 Silty CLAY (CH), red-brown matted - Slight Nil 3.6 3.3
light grey
23 |BHO3 1.75 Silty CLAY (CH), light grey mottled - Slight Nil = 3.7 3.2
red-brown. : a _.-
24 BHO3 2.00 Silty CLAY (CH), light grey ‘ motied Tok Slight Nil 3.6 3.4
red-brown — :
25 |BHO04 0.25 Silty SAND (SM), grey-brown - Moderate Nil 44 3.2
26 BHO4 0.50 Silty SAND (SM), grey-brown - Slight Slight 44 36
27. |BHO4 0.75 Silty CLAY (CH), light grey mottled : Slight Nil 37 3.2
red-brown “
38 |BHO4 1.00 Silty CLAY (CH), light grey mottled - Slight Nil 3.6 34 >
red-brown
29 =| BHO4 1.25 Silty CLAY (CH), light grey mottled - Slight Nil 3.6 3.2
red-brown
30 |BHO4 1.50 Silty CLAY (CH), pale grey - Slight Nil 3.5 3.4
.B4,..|BHO4 1.75 + _ | Silty CLAY (CH), pale grey - Slight Nil 3.5 3.4
32 BHO4 2.00 Silty CLAY (CH), pale grey - Stight Nil 3.6 3.2
33 |BHO5 0.25 Silty SAND (SM), dark brown ~ Strong Nil 4.0 28 si
34 BHO5 0.50 Silty CLAY (CH), red-brown mottled - Slight Nil 37 3.1
light grey
35 BHOS 0.75 Silty CLAY (CH), red-brown mottled - Slight Nil 3.7 3.2 .
light grey . oo
36 BHOS 1.00 Silty CLAY (CH), red-brown mottled - Slight Nil 37 31 :
light grey

 

Page 21

©

 

 

 

 

 

 

 

 

 

 

 

 

Front; Maztab 02 6674 4469 To: Golder Associates - North Coast Attn. Ashley D. Date: 8/08/2003 Time: 9:37:52 AM Page 1 6f1
VUAZLAB 1 Anne Street Phone (02) 6674 3965
- PTY. LIMITED Chinderah Fax (02) 6674 4469
sane A.C.N, 083 815 338 NSW 2487 Mobile 015 149 374
A.B.N. 87 083 815 338 eniail: [email protected]
Provisional Test Results - Chromium Reducible Sulphur
Issued: 6/8/03,9:38 AM
if. No. : GAS0889 Project: 0368-3042,-Venture Dr Noosavill for Golder Associates Pty. Ltd.
GASO:
f Date Description Reactons | Density Scr | TAA |. kiming
) 1.D. Sampled ‘Acid Wm3) | pHwaci (molH+/t)] (mot H+/t) |. Rate -
‘Tested Shell Size | MC (%) (8) %S (Ka/dry t)
BHO1 0.50 . Silly SAND (SM), fine to medium grained, dark grey- | Strong . : 2 44
+ brown, low pl. fines, occas. rock frags, moist. ; 42 . nil
L 5/08/2003 Slight | 11.0 ~ | 0.00 | 0.02
.BHO1 1.00 pe ~ | Silty CLAY (CH), high plasticity, yellow mottled dark Slight . “4
. brown, moist 38 0 113 8.8
_. 5/08/2003 . . Ni 237 0.00 | 0.18
"1 BHO1 1.50 ~ [Silty CLAY (CH), high plasticity, red-brown motted |. Slight . 0 >
, I white, moist . 37 04 15.8
. 5/08/2003 Nit 32.4 0.00 | 0.33
» 2.00 “| Silty. CLAY (CH), high plasticity, red-brown motted Slight .
e@ - white, moist 8 igh 37 0 168 13.0
sashes 5/08/2003 Ni 248 0.00 | 0.27
.| BHO2 0.50 . Silly CLAY (CH), high plasticity, yellow motted white, | S . .
4 . moist. s oy. ye " trong 39 0 168 13.0
5/08/2003 Nil 2741 0.00 | 0.27 |.
BHO2 1.00 Silty, CLAY (CH), high plasticity, red-brown motted i . ,
2 . whit. moist ¥ Slight ; 37 2 244 49.1
5/08/2003 Nil 28.4 0.00 | . 0.39
BHOS 0.75 Silty CLAY (CH), high plasticity, yellow mottled white, | Moderate . : .
9 . moist. ; 39 0 152 11.8
5/08/2003 Nil 47 0.00 | 0.24.
“1 BHO4 1.00 Silty CLAY (CH), high plasticity, grey-white, occas. Slight . 55
4 . sand, moist . 37 2 1 12.2
5/08/2003 Nil 26.5 0.00 | 0.25
BHO5 0.25 Silty CLAY (CH), high plasticity, dark brown, with Strong
\ . sand, occas. rock frags, moist 4A 4 46 3.8
5/08/2003 Ni 22.0 0.01 | 0.07
BHOS 0.75 Silty CLAY (CH), high plasticity, yellow-brown motted Slight . .
‘ : ° white, occas, rock frags, moist 3.8 2 | 78 6.2
5/08/2003 Nil 25.7 0.00 | 0.13

 

 

 

 

 

 

 

 

 

 

 

Test methods follow procedures described in ASS Laboratory Methods 1998 Vers 1.11 &

Mazlab In-House Method 22 [After ASS Method 22]
Liming rate is calculated fram SCr + TAA using a supplied combined safety and neutralising factor of 155.0% and composite action
level of 1AamolH+/t TAA & 0.03% Ser. (Factor only applied to +ve TAA values)