Geotech Report - Acid Sulfate Soil Assessment - Appendix A

Page 2

 

 

BORE REPORT

 

 

 

 

 

 

 

 

 

 

 

 

 

 

 

 

 

 

 

 

 

 

 

 

 

 

 

Client: Scanlan Properties Pty Ltd BORE 1
Project: Residential Development Page No: 1 of 1
Location: 215-219 David Low Way, Peregian Beach Date; 8 June 2007
Project No: 07160 Ground Surface Level: RL 3.1m*
E
2g | € 2
aa = & =
Ee Description 3 e a 3
£ = Ss 2 2 Ye
g Ej] s 2 2 eS
$ 2/2] & 5 3
a a J wn wn e
3.4
0 : !
FILL a
- grey-brown and yellow-brown, silty sand, traces of sandy clay, trace of sub- | D
+ angular gravel
| 0.25
4 D
a 0.5
| D
] 0.75
SILTY CLAY (OH) D
- dark grey-brown, with organics
14 1.0
D
SILTY SAND (SM) 1.25
- dark grey-brown
4 D
1.5
1 D
| 1.75
D
27 Tinduraled sand mmr 20
D
| 2.25
4 D
25
4 End of Bore at 2.5 m
354
D Disturbed Sample E Environmental Sample C —-NMLC Coring
B Bulk Sample S$ Standard Penetrometer Test (SPT) |s(50) Point Load Test Result (MPa)
U_—_Undisturbed Tube (50mm diameter) HB SPT Hammer Bouncing (d)  Diametral Point Load Strength Test
pp Pocket Penetrometer Test (kPa) () No Sample Recovery (a) Axial Point Load Strength Test

 

 

Rig: Hydrapower Trekker

Drilling Method: Auger

Groundwater: Free groundwater encountered at 0.8m depth

Remarks: * Approximate ground surface level interpolated from PMM Group's Drawing No. 7328-03, dated 18 April 2007

 

 

Page 3

 

BORE REPORT

Client: Scanlan Properties Pty Ltd

Project: Residential Development
Location: 215-219 David Low Way, Peregian Beach
Project No: 07160

 

BORE 2

Page No: 1 of 1
Date: 8 June 2007
Ground Surface Level: RL 3.1m*

 

 

 

 

 

 

 

 

 

 

 

 

 

 

 

 

 

 

 

 

 

 

 

 

 

 

 

Ez
o € n
as a & = 2
E Description 3 iE a 3
2 E/| <3 2 2. &
S 3|/#| & 5 8
a mz 4 B oO Ee
3.4
0 i
FILL 00
- grey-brown and yellow-brown, silty sand, traces of sandy clay, trace of sub- Tt D
+ angular gravel
| 0.25
al D
4 0.5
| D
| 0.75
SILTY CLAY (OH) eee D
- dark grey-black, with organics 7 A
“Teed ©
SILTY SAND (SM) : 1.25
- dark grey-brown
4 D
1.5
7 D
4 1.75
D
2r--Tindurdted sand nnn eo
D
| 2.25
4 D
2.5
J End of Bore at 2.5 m
35
D Disturbed Sample E Environmental Sample Cc NMLC Coring
B_ Bulk Sample S$ Standard Penetrometer Test (SPT) 1s(50) Point Load Test Result (MPa)
U_—_Undisturbed Tube (50mm diameter) HB SPT Hammer Bouncing (d) Diametral Point Load Strength Test
pp Pocket Penetrometer Test (kPa) (.) No Sample Recovery (a) Axial Point Load Strength Test

 

 

Rig: Hydrapower Trekker

Dri

illing Method: Auger

Groundwater: Free groundwater encountered at 0.8m depth
Remarks: * Approximate ground surface level interpolated from PMM Group's Drawing No. 7328-03, dated 18 April 2007

 

 

Page 4

 

BORE REPORT

Client: Scanlan Properties Pty Ltd

Project: Residential Development

Location: 215-219 David Low Way, Peregian Beach
Project No: 07160

 

BORE 3

Page No: 1 of 1
Date: 8 June 2007
Ground Surface Level: RL 7.5m*

 

 

 

 

 

 

 

 

 

 

 

 

 

 

 

 

 

 

 

 

 

 

 

 

=
g & 2
E Description > = a 3
= =|] 2 2 3
s E = a a =
= — = 4 5 3
a m a ao no e
75
0 h
FILL oo
- grey-brown, sandy fine sub-angular gravel i D
SAND (SP) 0.25
+ light grey-brown, fine grained 5
7.05 0.5
| D
| 0.75
D
1-4 1.0
D
] 4.25
4 D
sesh sorbent nnn | 6.05 "
- medium to coarse grained nm
‘| D
| 1.75
D
2 2.0
D
2.25
al D
5.0 2.5
| End of Bore at 2.5 m
344
D Disturbed Sample E Environmental Sample Cc NMLC Coring
B Bulk Sample S$ Standard Penetrometer Test (SPT) Is(50) Point Load Test Result (MPa)
U_—_Undisturbed Tube (50mm diameter) HB SPT Hammer Bouncing (d) Diametral Point Load Strength Test
pp Pocket Penetrometer Test (kPa) () No Sample Recovery (a) Axial Point Load Strength Test

 

 

Rig: Hydrapower Trekker
Drilling Method: Auger
Groundwater: Free groundwater encountered at 1.5m dep

th

Remarks: * Approximate ground surface level interpolated from PMM Group's Drawing No. 7328-03, dated 18 April 2007

 

 

Page 5

 

 

BORE REPORT

 

 

 

 

 

 

 

 

 

 

 

 

 

 

 

 

 

 

 

 

 

 

 

 

 

Client: Scanlan Properties Pty Ltd BORE 4
Project: Residential Development Page No: 1 of 1
Location: 215-219 David Low Way, Peregian Beach Date: 8 June 2007
Project No: 07160 Ground Surface Level: RL 6.0m*
=
& 2 2
E Description > ce a =
= ax || B | 2 2 3
g E| 3 2 2 e
s z|#| & 5 3B
a a a wn ” e
6.0
0. H
FILL ao
- grey-brown and orange, sandy fine to medium sub-angular gravel D
SAND (SP) 0.25
- light grey-brown, fine grained 5
0.5
7 D
4 0.75
D
14 5.04 1.0
D
| 1.25
4 D
1.5
| D
| 1.75
D
25 4.04 2.0
D
] 2.25
il D
25
J End of Bore at 2.5 m 4
35 3.05
D__ Disturbed Sample E Environmental Sample c NMLC Coring
B_ Bulk Sample S$ Standard Penetrometer Test (SPT) Is(50) Point Load Test Result (MPa)
U_—_Undisturbed Tube (50mm diameter) HB SPT Hammer Bouncing (d) Diametral Point Load Strength Test
pp Pocket Penetrometer Test (kPa) () No Sample Recovery (a) Axial Point Load Strength Test

 

 

Rig: Hydrapower Trekker

Drilling Method: Auger

Groundwater: No free groundwater encountered during auger drilling

Remarks: * Approximate ground surface level interpolated from PMM Group's Drawing No. 7328-03, dated 18 April 2007

 

 

Page 6

 

BORE REPORT

Client: Scanlan Properties Pty Ltd

Project: Residential Development

Location: 215-219 David Low Way, Peregian Beach
Project No: 07160

 

BORE 5

Page No: 1 of 1

Date: 8 June 2007

Ground Surface Level: RL 7.5m*

 

 

 

 

 

 

 

 

 

 

 

 

 

 

 

 

 

 

 

 

 

 

 

 

 

iS
a) 2 2
E Description > = a Z
£ = 8 2 2 2
g = s 3 2 =
3 5 | 5 & 3
a z a wn o -
75
0 ,
SILTY SAND (SM) os
- dark grey-brown, fine grained D
| 0.25
D
SAND (SP)
- light grey-brown, fine grained 7.0-] 05
7 D
J 0.75
D
14 1.0
D
] 1.25
dl D
6.05 1.5
‘<medumtocoarsegrined = = = SSt=<“i=C=~s™SS™SSSTTSC‘(d' D
4 4.75
D
24 2.0
D
| 2.25
4 D
5.0 25
4 End of Bore at 2.5 m
344
D Disturbed Sample E Environmental Sample c NMLC Coring
B_ Bulk Sample S$ Standard Penetrometer Test (SPT) 1s(50) Point Load Test Result (MPa)
U_—_Undisturbed Tube (50mm diameter) HB SPT Hammer Bouncing (d)  Diametral Point Load Strength Test
pp Pocket Penetrometer Test (kPa) (.) No Sample Recovery (a) Axial Point Load Strength Test

 

 

Rig: Hydrapower Trekker
Drilling Method: Auger

Groundwater: Free groundwater encountered at 1.6m depth

Remarks: * Approximate ground surface level interpolated from PMM Group's Drawing No. 7328-03, dated 18 April 2007

 

 

Page 7

 

 

BORE REPORT

 

 

 

 

 

 

 

 

 

 

 

 

 

 

 

 

 

 

 

 

 

 

 

 

 

Client: Scanlan Properties Pty Ltd BORE 6
Project: Residential Development Page No: 1 of 1
Location: 215-219 David Low Way, Peregian Beach Date: 8 June 2007
Project No: 07160 Ground Surface Level: RL 9.0m*
Ez
a | @ 2
= Description 5 im a 3
= = 3 2 2 2
= e = o a =
$ 5 || & 5 3
a a a no no =
9.0
0 : k
SILTY SAND (SM) a
- dark grey-brown, fine grained D
| 0.25
SAND (SP) D
“| light grey-brown, fine grained
0.5
| D
| 0.75
D
14 8.04 1.0
D
| 4.25
a D
1.5
| D
| 1.75
D
2- 7.04 2.0
D
| 2.25
4 D
25
4 End of Bore at 2.5 m J
34 6.05
D Disturbed Sample E Environmental Sample C — -NMLC Coring
B_ Bulk Sample S$ Standard Penetrometer Test (SPT) 1s(50) Point Load Test Result (MPa)
U_—_Undisturbed Tube (50mm diameter) HB SPT Hammer Bouncing (d) Diametral Point Load Strength Test
pp Pocket Penetrometer Test (kPa) () No Sample Recovery (a) Axial Point Load Strength Test

 

 

Rig: Hydrapower Trekker

Drilling Method: Auger

Groundwater: No free groundwater encountered during auger drilling

Remarks: * Approximate ground surface level interpolated from PMM Group's Drawing No. 7328-03, dated 18 April 2007

 

 

 

Page 8

Notes on Description and Classification of Soil

The methods of description and classification of soils used in this report are generally based on Australian Standard AS1726-1993 “Geotechnical Site
Investigations”.

Soil description is based on an assessment of disturbed samples, as recovered from bores and excavations, or from undisturbed materials as seen in
excavations and exposures or in undisturbed samples. Descriptions given on report sheets are an interpretation of the conditions encountered at the time
of investigation,

In the case of cone or piezocone penetrometer tests, actual soil samples are not recovered and soil description is inferred based on published correlations,
past experience and comparison with bore and/or test pit data (if available).

Soil classification is based on the particle size distribution of the soil and the plasticity of the portion of the material finer than 0.425mm. The description of
particle size distribution and plasticity is based on the results of visual field estimation, laboratory testing or both. When assessed in the field, the
properties of the soil are estimated; precise description will always require laboratory testing to define soil properties.

Where soil can be clearly identified as FILL this will be noted as the main soil type followed by a description of the composition of the fill (eg. FILL — yellow-
brown, fine to coarse grained gravelly clay fill with concrete rubble). If the soil is assessed as possibly being fill this will be noted as an additional
observation,

Soils are generally described using the following sequence of terms. In certain instances, not all of the terms will be included in the soil description.
MAIN SOIL TYPE (CLASSIFICATION GROUP SYMBOL)
- strength/density, colour, structure/grain size, secondary and minor components, additional observations

Information on the definition of descriptive and classification terms follows.

SOIL TYPE and CLASSIFICATION GROUP SYMBOLS

 

 

 

 

 

 

 

 

 

 

 

 

 

 

 

 

 

 

Major Divisions Particle Size Classification Typical Names
Group Symbol
BOULDERS > 200mm
COBBLES 63 - 200mm
(GRAVELS Coarse: 20 - 63 mm Gw Well graded gravels, gravel-sand mixtures, little
COARSE (more than half of coarse} Medium: 6 - 20 mm or no fines.
GRAINED SOILS fraction is larger than) Fine: 2.36-6mm GP Poorly graded gravels and gravel-sand mixtures,
(more than half of material is|2-38 mm) little or no fines, uniform gravels.
larger than 0.075 mm) GM Silty gravels, gravel-sand-silt mixtures.
GC Clayey gravels, gravel-sand-clay mixtures,
SANDS Coarse; 0.6 - 2.36 mm sw Well graded sands, gravelly sands, little or no
(more than half of coarse] Medium: 0.2-0.6 mm fines.
fraction is smaller than} Fine: 0.075 -0.2 mm SP Poorly graded sands and gravelly sands; little or|
2.36mm) Ino fines, uniform sands.
SM Silty sands, sand-silt mixtures.
Sc Clayey sands, sand-clay mixtures.
SILTS & CLAYS ML Inorganic silts and very fine sands, silty/clayey,
(liquid limit <60 %) fine sands or clayey silts with low plasticity,
FINE CL and Cl Inorganic clays of low to medium plasticity,
GRAINED SOILS gravelly clays, sandy clays, silty clays.
(more than half of material is OL Organic silts and organic silty clays of low
smaller than 0.075 mm) Plasticity.
SILTS & CLAYS MH Inorganic silts, micaceous or diatomaceous fine’
(liquid limit >50 %) sandy or silty soils.
CH Inorganic clays of high plasticity.
OH Organic clays of medium to high plasticity,
organic silts,
HIGHLY ORGANIC Pt Peat and other highly organic soils.
SOILS

 

 

 

 

 

 

 

Notes on Description and Classification of Soil
Revision 2, November 2001 Page 1 of 2

 

Page 9

 

 

 

 

 

 

 

 

 

 

 

 

 

 

 

 

 

 

 

 

 

 

 

[5 a a
PA RTN
Notes on Description and Classification of Soil
DESCRIPTIVE TERMS FOR MATERIAL PROPORTIONS
Coarse Grained Soils Fine Grained Soils
% Fines Modifier % Coarse Modifier
<5 Omit, or use ‘trace’ <15 —_|Omit, or use trace.
5-12 — |Describe as ‘with clay/silt' as applicable, 15-30 |Describe as ‘with sand/gravel’ as applicable.
>12 Prefix soil as ‘silty/clayey' as applicable > 30 Prefix soil as ‘sandy/gravelly’ as applicable.
STRENGTH TERMS — COHESIVE SOILS
Strength Undrained Shear Field Guide to Strength
Term Strength
Very soft <12 kPa Exudes between the fingers when squeezed in hand.
Soft 42-25 kPa Can be moulded by light finger pressure.
Firm 25 - 50 kPa Can be moulded by strong finger pressure.
Stiff 50-100 kPa Cannot be moulded by fingers, can be indented by thumb.
Very stiff 100-200kPa —_|Can be indented by thumb nail.
Hard > 200 kPa Can be indented with difficulty by thumb nail.
DENSITY TERMS ~ NON COHESIVE SOILS
Density Density SPT “N” CPT Cone
Term Index Resistance
Very loose <15% 0-5 0-2MPa
Loose 15-35% 5-10 2-5 MPa
Medium dense 35 - 65 % 10-30 5-15 MPa
Dense 65 - 85 % 30-50 15-25 MPa
Very dense > 85% > 50 > 25 MPa
COLOUR

 

 

 

 

 

 

 

 

 

 

 

 

The colour of a soil will generally be described in a ‘moist’ condition using simple colour terms (eg. black, grey, red, brown etc.) modified as necessary by
“pale’, “dark”, “light” or ‘mottled’. Borderline colours will be described as a combination of colours (eg, grey-brown),

EXAMPLE

eg: CLAYEY SAND (SC) - medium dense, grey-brown, fine to medium grained with silt.

Indicates a medium dense, grey-brown, fine to medium grained clayey sand with silt.

 

Notes on Description and Classification of Soil

Revision 2, November 2001

Page 2 of 2

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PARTNERS

Residential Development

215-219 David Low Way, Peregian Beach

Draft Acid Sulfate Soil Management Plan (ASSMP)

 

 

 

 

 

Element Acid Sulfate Soil Management Plan

Objective/Target The objective of the ASSMP is to control net acidity levels within soils disturbed during
site development works, and to restrict to an acceptable level any potential on-site and
off-site environmental impacts during site redevelopment.

ASS Management To mitigate and manage potential environmental impacts associated with ASS during the

Strategy redevelopment works. This will be achieved by having a materials handling and
management strategy in place, as well as procedures for either on-site lime treatment of
soils or, the appropriate off-site treatment of soils (if a suitably sized and appropriately
located space is not available for on-site treatment).

Tasks/Actions An ASS investigation has been carried out to assess the soils within the redevelopment

 

site, to a maximum depth of 2.5m below the existing surface level. Fill materials, sands
and silty sands have been shown to contain negligible levels of net acidity and do not
require treatment for ASS. However, the natural dark grey-brown, silty clays encountered
in Bores 1 and 2 have been shown (in Bore 2) to contain levels of net acidity that exceed
the State Planning Policy 2/02 Action, Criteria of 0.03 %S. The natural silty clays will
therefore require treatment as follows:

© |fon-site treatment is undertaken then lime treatment of the soils will be undertaken

as described below.

e Where on-site treatment is not possible the silty clays will be excavated, then
transported in a sealed truck to an appropriately designed off-site treatment area for
neutralisation.

ASS Treatment On-Site

e Any silty clays exposed in the base of the basement excavation will require an
application of ag-lime at a rate of 5 kg/square metre.

e Where excavated silty clay soils are to be treated on-site, a suitably sized dedicated
treatment area will be created. Soils to be treated shall be placed on the treatment
area in layers not thicker than 0.3m.

e Bunding will be constructed around the perimeter of the designated treatment area
to intercept and contain run-off from the area during the soil treatment operations.

e The base of the treatment area is to be lime treated prior to placement of each layer
of excavated material. Re-treatment with ag-lime is required prior to placement of
each new layer of excavated material to be treated, and at the conclusion of all
treatment. The base of the treatment pad shall have a minimum ag-lime application
of 5 kg/square metre.

e Ag-lime will be applied evenly over the surface of the treatment area and thoroughly
blended into the ASS at a rate of 3 kg of ag-lime/tonne of dry silty clay soil. This
liming rate is based on a factor of safety of 1.5 and the use of good quality fine ag-
lime with a neutralising value of not less than 80 %.

e When incorporation of the lime is complete, chromium suite validation testing of the
treated spoil will be carried out to establish that sufficient ag-lime has been added to
neutralise the acid generation potential of the spoil. Where validation testing fails to
meet performance indicators, application of additional ag-lime will be required until a
satisfactory net acidity validation result has been achieved.

e Once ag-lime treatment is complete, the treated spoil may then be stockpiled for
later use or off-site disposal (as appropriate).

© Should the proposed depth of disturbance extend below 2.5m in depth from surface
level, then additional ASS testing will be required.

e Lime-treated, stockpiled soil shall have sediment fences and/or hay bales placed
downslope to intercept any eroded material. Earthen bunds shall be constructed
downslope of stockpile areas to divert run-offfdrainage to a collection sump. The
water quality of the sump is to be monitored against the water quality objective

 

 

 

Residential Development

Appendix C

215-219 David Low Way, Peregian Beach Page 1 of 3

Project No. 07160

18 June 2007

Page 18

 

Residential Development

215-219 David Low Way, Peregian Beach

Draft Acid Sulfate Soil Management Plan (ASSMP)

 

 

 

 

 

 

 

 

 

 

 

Element Acid Sulfate Soil Management Plan
Tasks/Actions (cont'd) criteria for a tidal estuary.
ASS Treatment Off-Site
Where soils are required to be treated off-site, treatment of the soils will be undertaken
either:
in accordance with the provisions of this ASSMP for on-site treatment, modified as
necessary for use at an accessible alternative off-site treatment area; or
e in accordance with the ASSMP for the designated off-site treatment area.
Performance Indicators Retained Water
Laboratory testing of the water encountered during basement excavation will be carried
out for pH, dissolved oxygen and turbidity. These parameters will be assessed against
the equivalent water quality objective criteria for a tidal estuary as follows:
pH 6.5-8.5
Disturbed Oxygen 80-100% saturation
Turbidity 20NTU
Treated Soil
Chromium suite testing carried out for validation of applied liming rates will be deemed to
be acceptable if the net acidity level recorded is <0.02%S.
Frequency/Timing Retained Water
Water quality within basement excavations will be monitored regularly during soil
removal and particularly following substantial rainfall events.
Treated ASS
The sampling and testing of any lime treated soils will be subject to validation testing at a
rate of one test per 400m: of treated soil, which will be repeated until satisfactory results
are obtained.
Contingency Plan If lime treatment of soils is unsuccessful whereby performance targets are not being met
as indicated by the validation testing and water quality testing procedures then:
© the soil removal schedule will be reassessed. and action taken to determine the
problems causing the unsuccessful performance;
© if the problems are related to ineffective implementation of the ASSMP, then the
plan will be audited by a person nominated by the project manager to ensure
improved implementation (monitoring and testing will be increased to ensure
compliance with the established standards); and
e any significant changes to the ASSMP will be subject to discussions with the
relevant regulatory authorities.
Responsibility The satisfactory implementation of the ASSMP by the contractor will be the
responsibility of the project manager, who will ensure:
e the contractor is made aware of site specific conditions and implications for the
management of sediments within the site;
e the contractor complies with the elements of the ASSMP and erosion control
measures proposed;
e correct methods for the collection of samples and testing are employed and that the
results are reported to the relevant site authorities; and
Responsibility (cont'd) e corrective action mnibasUiee proposed by the contractor are approved.
The contractor's responsibilities will include:
e awareness of site conditions and requirements for the implementation of the
ASSMP;
Residential Development Appendix C
215-219 David Low Way, Peregian Beach Page 2 of 3

Project No. 07160

18 June 2007

Page 19

 

Residential Development
215-219 David Low Way, Peregian Beach
Draft Acid Sulfate Soil Management Plan (ASSMP)

 

 

 

 

 

 

 

 

Element Acid Sulfate Soil Management Plan
e — supervision of the mixing and soil amelioration process;
e modification of earthworks/construction procedures to comply with the ASSMP;
e presentation of proposed corrective action measures (if required) which will then be
approved by the project manager; and
e implementation of approved corrective actions.
Reporting The contractor shall report to the project manager representative on:
e the effectiveness of the operating strategies;
e problems in implementing the ASSMP management strategies;
© compliance with testing requirements, run-off control and materials handling; and
e effectiveness of any corrective action adopted,
Residential Development Appendix C
215-219 David Low Way, Peregian Beach Page 3 of 3

Project No. 07160

18 June 2007