Flinders Ports Dockside Industrial Estate

Transcription

Flinders Ports
Dockside Industrial Estate
IPL – Stormwater Report
May 2016
Commercial & General
Flinders Ports
352621
SAN
ADL
02
B
P:\Adelaide\SAN\Projects\352621\04 Working\02
Documents\Civil\Stormwater Report\352621 IPL Stormwater Report Rev
20 May 2016
IPL
– Stormwater Report
Flinders PortsDockside Industrial Estate
May 2016
Mott MacDonald, 22 King William Street, Adelaide SA 5000, Australia
PO Box 3400, Rundle Mall SA 5000 Australia
T +61 (0)8 7325 7325 F +61 (0)8 7325 7326 W www.mottmac.com
Issue and revision record
Revision
A
Date
18/05/2016
Originator
CD
Checker
CD
Approver
JSN
Description
Issued for Client Review
B
20/05/2016
CD
CD
JSN
Information class:
Standard
This document is issued for the party which commissioned it
and for specific purposes connected with the above-captioned
project only. It should not be relied upon by any other party or
used for any other purpose.
We accept no responsibility for the consequences of this
document being relied upon by any other party, or being used
for any other purpose, or containing any error or omission
which is due to an error or omission in data supplied to us by
other parties.
This document contains confidential information and
proprietary intellectual property. It should not be shown to
other parties without consent from us and from the party
which commissioned it.
352621/SAN/ADL/02/B 20 May 2016
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Contents
Chapter
Title
Page
1
Introduction
1.1
1.2
Background _______________________________________________________________________ 1
Scope of the Report _________________________________________________________________ 2
2
Proposed Development
2.1
2.2
2.3
Site Location_______________________________________________________________________ 3
Proposed Development ______________________________________________________________ 3
Coastal Protection Requirements against Sea Flood ________________________________________ 4
3
Stormwater Drainage
5
3.1
3.1.1
3.1.2
3.1.3
3.1.4
IPL Site Drainage ___________________________________________________________________
Grading___________________________________________________________________________
Site / floor levels ____________________________________________________________________
Boundary Interfaces _________________________________________________________________
Water Quality ______________________________________________________________________
5
5
6
6
6
Appendices
1
3
8
Appendix A. IPL Stormwater Drawings _____________________________________________________________ 9
Appendix B. High Level Onsite Catchment Layout ___________________________________________________ 10
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1
Introduction
1.1
Background
Commercial & General has entered into a development agreement with Flinders Ports to develop the 17Ha
parcel of land owned by Flinders Ports - Dockside Industrial Estate (formerly known as the Port Adelaide
River Logistic Park (PARLP).
The Site has the potential as a key logistics and supply centre for South Australian industry and trade. We
understand that this site is considered to be highly strategically located and to have the scale to attract
great interest.
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Mott MacDonald has been engaged with Commercial & General to undergo the design of the Incitec Pivot
Limited Warehouse.
The building elements consisted of:
Main storage warehouse facility;
Main office;
Small ancillary strutures (stores and rubbish enclosures); and
Weigh bridge facilities
The civil components consist of:
Stormwater;
Road pavements and grading; and
Car parking (bitumen)
1.2
Scope of the Report
This report will cover the preliminary planning for the IPL site. In particularly, it will focus on the
investigation of the following:
Stormwater Drainage
This report is intended to supplement the Dockside Industrial Estate – Site Infrastructure Masterplan, May
2015.In lodging this application, some elements have evolved and others will be provided in greater detail.
Note: Refer to Dock Road – Infrastructure Report for precinct stormwater which covers the estate:
Swale drain (and pipework); and
Flood protection.
2
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2
2.1
Site Location
The proposed IPL facility is located at the northern end of the Dockside Industrial Estate as per Figure 2.1.
The site is currently undeveloped.
A railway line is currently located along the western boundary of the site, aligned with Flinders Ports.
Figure 2-1; IPL Facility Location
2.2
The proposed development comprises of:
New warehouse (shed) used for the storage of bulk fertiliser products stored in large heaps separated
by cantilever bin walls up to 4m high.
Outloading area for trucks.
Wash bay area for machinery.
Minor buildings including:
2
– Office (approx. 355m ).
– Dispatch control room.
– Truck driver toilet.
Staff and visitor car park area with a capacity of 20 spaces.
The proposed development site concept plans are provided in Appendix A.
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2.3
Coastal Protection Requirements against Sea Flood
Some key points taken from the Coastal Protection Requirements from the Site Infrastructure Masterplan
(Section 3) for the IPL site are:
The development site should be protected against the standard sea-flood risk level which is taken as
the 1 in 100 year average return interval [ARI] flood extreme sea level (tide, stormwater and associated
wave effects combined), plus an allowance to accommodate land subsidence until the year 2100.
Site levels are at least 0.3 m above the standard sea-flood risk level
Building floor levels are at least 0.55 m above the standard sea-flood risk level
The development should be protected against an additional sea Ievel rise of 0.7 m, plus an allowance
to accommodate land subsidence until the year 2100 at the site.
Site flood levee nominated at 3.23 m AHD.
4
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3
Stormwater Drainage
3.1
IPL Site Drainage
The industrial estate drainage system (or the Dock Road drainage system) has been designed to the 100
year ARI storm. It consists of an open swale along the eastern and northern side of the estate, and
connected to a DN900 underground pipe which discharges into the Port Adelaide River.
All stormwater runoff from the site, including major overland flows, are to be discharged to the Dock Road
open swale located to the east and north of the IPL site. The underground drainage system on site is to be
designed to 10 years ARI standard.
Runoffs from all external pavement of the IPL site are to be treated before discharging to the Dock Road
open swale. The stormwater treatment facilities are on-site grassed swales and proprietary treatment
devices.
Roof runoffs which are considered uncontaminated, are discharged directly to the open swale without
treatment.
3
The 100 year ARI contribution flow from the IPL site to the open swale is 4.47m /s, which has been
extracted from the Site Infrastructure Masterplan.
Refer to Appendix A for the IPL Civil Drawings.
3.1.1
Grading
The external pavement, asphalt pavement north of the IPL warehouse grades towards the northern site
boundary where it is captured by a kerb and gutter, and underground drain which eventually runs into the
proprietary treatment device before discharging to the Dock Road swale (main eastern swale).
The external pavements on the southern side of IPL grade towards the vegetated swale south of the IPL
warehouse where it is treated in the grassed swale and treatment device before discharging to the main
eastern swale.
The south-western section of rigid concrete pavement is not enclosed and grades towards the southern
vegetated swale where it is able to be treated. Everything immediately west of the rinse bay enclosure is
outdoors and grades towards graded inlet pits which discharges into the southern swale where it is treated
before being discharged into the main swale.
Both rigid concrete pavement and asphalt pavement on the northern side east of the warehouse grades
into a flush kerb which travels to the vegetated swale adjacent the office building and carpark. The
stormwater is then treated here via the water treatment system before discharging into the main swale.
The civil drawing that displays all the grading and details can be found in Appendix A.
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3.1.2
Site / floor levels
The minimum level required to provide adequate surface drainage away from the building is controlled by
the minimum site level of 3.1m AHD.
The IPL warehouse floor level which has been shown on the drawings is 3.45m AHD.
A 100mm allowance for differential settlement is recommended to be provided for the IPL building; due to
the poor site ground conditions underlying the site. Therefore the building FFL should be situated at least
100mm above the surrounding pavement, with local rocker slabs included to permit differential movement.
Minimum external pavement gradients should be at least 1% to ensure adequate drainage, whilst
maximum pavement gradients should be limited to 5% for safe site operation.
IPL Civil drawings are located in Appendix A which describes how stormwater is discharged from the IPL
site into the swales and eventually into the Port Adelaide River.
3.1.3
Boundary Interfaces
The level differences at the southern boundary interface to be overcome by battering out of earthworks to
existing ground level onto the adjacent property. This should be feasible as the entire industrial estate will
be preloaded.
The level differences at western boundary interfaces a dirt track by the existing railway can also be
overcome by battering out with earthworks and reinstating the dirt track as required.
3.1.4
Water Quality
The individual allotment / lessees are responsible for ensuring that the water quality of the runoff are
treated to a level that meets the requirements in the Port Adelaide Enfield Council Development Vehicle
Access & Stormwater Management Plans Development Guide No. 15 before discharging to the main
swale.
There are two streams on site that carry the water from the IPL site to the open channel adjacent Dock
Road. Both streams capture typical road pollutants and treat them before discharging into the main swale
with proprietary pollutant treatment devices.
The stormwater on site has been separated into two catchments. A high level catchment layout has been
provided in Appendix B.
The runoff from the northern catchment (Area 1) runs through a treatment device prior to discharging to the
receiving open swale.
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The run off from the southern catchment (Area 2) runs into the larger onsite vegetated swale south of the
site. The stormwater is treated in this vegetated swale in conjunction with the GPT / proprietary treatment
device located downstream prior discharging to the main swale east of the IPL site.
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Appendices
Appendix A. IPL Stormwater Drawings _____________________________________________________________ 9
Appendix B. High Level Onsite Catchment Layout ___________________________________________________ 10
8
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Appendix A. IPL Stormwater Drawings
9
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INCITEC PIVOT FACILITY
Index
MMD-352621-C-DR-0001
MMD-352621-C-DR-0002
- Title Sheet and Index
- General Notes
MMD-352621-C-DR-0003
MMD-352621-C-DR-0004
- Site General Arrangement - Sheet 1
- Site General Arrangement - Sheet 2
MMD-352621-C-DR-0005
MMD-352621-C-DR-0006
MMD-352621-C-DR-0007
MMD-352621-C-DR-0008
- Standard Details - Sheet 1
- Standard Details - Sheet 2
- Sections and Details - Sheet 1
- Sections and Details - Sheet 2
LINK ROAD
TO PORT
BOUNDARY
LINE
WASHBAY
AREA
TRUCK
DRIVER
AMENITIES
DRAINAGE
SWALE AND
LEVEE BANK
BOUNDARY
LINE
EASEMENT
LINE
PROPOSED
INCITEC PIVOT
FACILITY
WEIGHBRIDGE
FIRST FLUSH
DIVERSION SWALE
EXTERNAL
AREA
BOUNDARY
LINE
DISPATCH CONTROL
ROOM ON GANTRY
30m2
OFFICE /
AMENITIES
FRONT
DRAINAGE
SWALE
BOUNDARY
LINE
ROAD
SET OUT POINT
DOCK
DO NOT USE FOR CONSTRUCTION
Australia Pty Limited. ACN 134 120 353
This document is issued for the party which commissioned it and for specific purposes connected with the captioned project only. It should not be relied upon by any other party or used for any other purpose.
We accept no responsibility for the consequences of this document being relied upon by any other party, or being used for any other purpose, or containing any error or omission which is due to an error or omission in data supplied to us by other parties.
Notes
Mezzanine Floor
22 King William Street
Adelaide, 5000
Australia
T +61 (0)8 7325 7325
W www.mottmac.com.au
Client
P6
14/04/2016
NW
JN
P5
23/03/2016
NW
JN
P4
17/03/2016
NW
JN
P3
20/11/2015
JC
JN
P2
26/06/2015
MN
SSC
P1
02/04/2015
MN
Concept Design
SSC
Rev
Date
Drawn
Description
Ch'k'd App'd
Title
IPL Dockside
Civil
Title Sheet and Index
Designed
S Cheung
Eng.check.
-
Drawn
M Nelson
Coordination
-
Dwg.check.
-
Approved
-
Scale at A0
NTS
Status
PRE
Rev
Security
P6
Drawing Number
MMD-352621-C-DR-0001
STD
General Notes
Earthworks Notes
GN1 All workmanship and materials shall comply with the National
Construction Code of Australia and the relevant current
Australian Standards.
EW1 All work shall comply with AS3798 (2007) - Guidelines on
earthworks for commercial and residential developments.
GN2 Any discrepancies, omissions or errors shall be reported to the
Superintendent for clarification before proceeding with the work.
Stormwater Notes
SW1 For residential subdivisions and public roads -
EW2 All work shall comply with the project geotechnical report.
approved spigot and socket reinforced concrete pipes with
EW3 Strip topsoil to expose naturally occurring engineering material
and stockpile on site for reuse as directed by the superintendent.
shall be class 3 approved spigot and socket reinforced concrete
pipes with rubber ring joints (UNO).
EW4 All soft, wet or unsuitable material to be removed as directed by
the superintendent and replaced with approved fill material.
All uPVC drainage pipes in footways or accessways shall be
DWV grade class SN8 in accordance with AS/NZS 1260:2009 PVC-u pipes and fittings for drain, waste and vent application.
heavy duty uPVC pipes to be in accordance with AS/NZS 1254 :
2010 - PVC pipes and fittings for storm and surface water
applications may be used within allotments.
GN3 Do NOT scale measurements from the drawings.
EW5 All fill material shall be from a source approved by the
superintendent and shall comply with the following a) free from organic and perishable matter,
b) maximum particle size 75mm,
c) plasticity index - between 2% and 15%.
Siteworks Notes
SN1 Datum : TBM-PSM 6628/36029
Origin of levels : 2.088m AHD
Origin of co-ordinates : X = 272890.770
Y = 6143278.122
FYFE Earth Partners
Survey prepared by :
Level 3, 80 Flinders Street
Adelaide, SA, 5001
location
SN5 The contractor shall obtain all regulatory authority approvals at
their own expense.
SN6 Where new works abut existing, the contractor must ensure that
a smooth and even profile, free from abrupt changes is obtained.
SN7 All disturbed areas shall be restored to their original condition,
unless specified otherwise.
SN8 Excavated trenches shall be compacted to the same density as
the adjacent natural material. Any subsidence that occurs during
the period is to be rectified as directed by the superintendent.
Protecting them with barrier fencing or similar materials installed
outside the drip line, ensuring that nothing is nailed to them,
prohibiting paving, grading, sediment wash or placing of
stockpiles within the drip line except under the
following conditions Encroachment only occurs on one side and no closer to the
trunk than either 1.5m or half the distance between the outer
edge of the drip line and the trunk, which ever is the greater,
a drainage system that allows air and water to circulate
through the root zone (eg a gravel bed) is placed under all fill
layers of more than 300mm care is taken not to cut roots
unnecessarily nor to compact the soil around them.
SN10 Receptors for concrete and mortar slurries, paints, acid
washings, light-weight waste materials and litter are to be
emptied as necessary. Disposal of waste shall be in a manner
approved by the superintendent or as specified in the works
contract.
Linemarking and Signage Notes
LS1
Existing Services Notes
ES1 Existing services have been plotted from supplied data and as
such their accuracy cannot be guaranteed. It is the responsibility
of the contractor to establish the location and level of all existing
services prior to the commencement of any work. Any
discrepancies shall be reported to the superintendent.
The contractor shall allow for the capping off, excavation and
removal if required of all redundant existing services in areas
affected by works within the contract area, as shown on the
drawings unless directed otherwise by the superintendent.
The work carried out and testing performed shall comply with the
current, relevant Australian standards and Queensland
Department of Transport and Main Roads standards where
necessary.
All markings shall be spotted out and verified by the contractors
representative prior to application.
LS5
Paint shall be applied at a wet thickness of between 0.35mm 0.45mm.
LS6
Paint shall only be applied to clean and dry surfaces.
LS7
All longitudinal lines shall be applied by a self-propelled
machine.
LS8
Remove all redundant surface markings by vacuum recovery
high pressure water or sand blasting. Course grinding of the
aspheltic concrete surface will not be acceptable and blacking
out of old markings is not acceptable.
LS9
The extent of linemarking to be eradicated shall be confirmed on
site prior to removal. Any markings incorrectly removed shall be
reinstated at the contractor's expense.
The contractor shall ensure that at all times services to all
buildings not affected by the works are not disrupted.
ES5 Interruption to supply of existing services shall be done so as not
to cause any inconvenience to the principal. The contractor is to
gain approval from the superintendent for time of interruption the contractor is responsible for all liaison.
CN2 Concrete testing shall be carried out in accordance with the
specification.
CN21 All machine placed (slip formed or extruded) to be Grade 32,
CN3 Consolidate all concrete, including footings and slabs on ground
with mechanical vibrators.
CN22 All kerbs and dish drains, etc. to be constructed on 75mm
minimum base course.(UNO on the Drawings)
SWM01 These plans present a conceptual soil erosion and drainage
management plan (SEDMP) only and shows a possible way
of managing soil and erosion. The contractor shall be
responsible for the establishment and management of the
site and preparing a detailed plan and obtaining approval
from the relevant authority prior to the commencement of any
works.
AC2 Mineral filler to comply with AS2150 - 2005 - Hot Mix Asphalt - A
Guide to Good Practice.
Mix proportions
AC3 Job mix - 7mm nominal size aggregate. Minimum bitumen
content (%) by (mass of total mass) - 5.1%.
CN4 Mechanical screeds shall be used whenever practicable.
CN5 Fix reinforcement as shown on drawings. The type and grade is
indicated by a symbol as shown below -
AC5 Air voids in compacted mix - between 4% of volume and 7% of
the mix. Voids filled in binder. 65-80% of air voids in the total
mineral aggregate filled by binder.
N
R
SL / RL
hot rolled deformed bar, grade 500
plain round bar, grade 250
hard drawn wire fabric square
or rectangular
Pavement preparation
following this symbol a numeral indicates the specified diameter.
AC6 The existing surface to be sealed, shall be dry and broomed
before commencement of work to ensure complete removal of all
superficial foreign and loose matter.
CN6 Provide bar supports or spacers to provide concrete cover as
detailed to all reinforcement.
CN7 Concrete mix parameters maximum aggregate size 20mm
flexural strength at 28 days = 4.8 MPa, F'c= 40 MPa, (UNO)
max water/cement ratio = 0.45
max shrinkage limit = 450 micron strains (AS1012.13-1992)
SW5 Minimum grade to stormwater lines to be 1% (UNO).
AC8 The whole of the area to be sheeted with asphaltic concrete
shall be lightly and evenly coated with rapid setting bitumen.
Application rate for residual bitumen shall be 0.20 to 0.30
litres/square metre. Application shall be by means of a
mechanical sprayer with spray bar.
Spreading
SW7 All connections to existing drainage pits shall be made in a
tradesman-like manner and the internal wall of the pit at the
point of entry shall be cement rendered to ensure a smooth
finish with no protrusions.
AC9 All asphaltic concrete shall be spread with a self propelled
paving machine.
AC10 The asphaltic concrete shall be laid at a mix temperature as
shown below -
SW9 Pits and pipes in areas of salinity hazard shall have increased
cover to any reinforcement.
road surface
SW10 Precast concrete pits may be installed in lieu of cast in-situ pits,
when pipe junctions are accommodated within the overall
dimensions of the pit, and approved by the superintendent.
SW11 Pits deeper than 1000mm shall have step irons installed in
accordance with the local or statutory authority requirements.
SW12 Bedding shall be type H2 (UNO) for pipes not under pavements,
and type HS2 for pipes under pavements in accordance with
AS/NZS 3725.
SW13 Backfill trench with sand or approved granular backfill to 300mm
(min) above the pipe. Where the pipe is under pavements
backfill remainder of trench to pavement subgrade with sand or
approved gravel sub-base compacted in 150mm layers to 98%
standard maximum dry density. The contractor is to ensure
compaction equipment is appropriate for the pipe class used.
5 - 10
10 - 15
15 - 25
25+
mix
not permitted
150
145
140
AC11 Asphaltic concrete shall not be laid when the road surface is wet
or when cold winds chill the mix to adversely affect temperature
of mix during spreading and compaction operations.
AC12 The minimum compacted thickness is 50mm in two (2) layers.
Joints
AC13 The number of joints both longitudinal and transverse shall be
kept to a minimum.
AC14 The density and surface finish at joints shall be similar to those
of the remainder of the layer.
SW14
'Nylex' strip drain surrounded with 150mm of 20mm blue metal
or gravel, and wrapped in 'Bidum' A24 geotextile filter fabric or
approved equivalent, at invert of incoming upstream pipe on
each pit.
Compaction
AC15 All compaction shall be undertaken using self propelled rollers.
AC16 Initial rolling shall be completed before the mix temperature falls
Flexible Pavement Notes
AC17 Secondary rolling shall be completed before the mix temperature
FP1
All sub-base and base course materials shall conform with
Department of Planning Transport Infrastructure specifications.
AC18 Minimum characteristic value of relative compaction of a lot
when tested in accordance with AS2150 - 2005 - Hot mix
asphalt - a guide to good practice shall be 95%.
FP2
All sub-base and base course materials shall be
compacted to achieve the following compaction standards -
Finished pavement properties
Base course
Minimum 98% MMDD AS1289.5.2.1 - 2003 - Methods of Testing
Soils for Engineering Purposes
AC19 Finished surfaces shall be smooth, dense and true to shape and
shall not vary more than 10mm from the specified plan level at
any point and shall not deviate from the bottom of a 3m straight
edge laid in any direction by more than 5mm.
cement to be type "SL" (normal cement) to AS3972-2010
slump = 80mm
CN8 Early age saw cutting ('soft-cut') or similar shall be used for initial
saw cut. It is to be performed as soon as the concrete has
hardened sufficiently, to prevent excessive chipping, spalling, or
tearing regardless of time or weather conditions.
SWM12 Diversion banks / channels will be rehabilitated as soon as
possible and within 5 working days from their final shaping.
SWM02 This plan is to be read in conjunction with the engineering
plans and any other plans, written instructions, specification
or documentation that may be issued and relating to
development of the subject site.
CN23 Kerb expansion joints shall be formed from 10mm 'Ableflex' (or
approved equivalent) for the full depth of the section.
CN24 Mortar surfacing is required on extruded work and a comparable
finish required for other placing methods.
SWM13 Undertake site development works in accordance with the
engineering plans. Where possible, phase development so
that land disturbance is confined to areas of workable size.
Construction Sequence
SWM14 Where practical, the soil erosion hazard on the site should
be kept as low as possible. To this end, works should be
undertaken in the FOLLOWING SEQUENCE -
SWM03 All builders and sub-contractors shall be informed of their
responsibilities in minimising the potential for soil erosion and
pollution to downslope lands and waterways.
CN25 Expansion joints shall be located at drainage pits, tangent points
of curves and elsewhere at 12m maximum spacing (UNO).
(i)
Install inlet sediment traps to all gully pits fronting the site,
(ii)
Install a 1.8m chain wire fence around the boundaries and
attach hessian cloth or similar to it on the windward side (ties
at the top, centre and bottom and at 1m intervals or as
instructed by the superintendent),
Erosion Control
CN26 Tooled joints shall be min 3mm wide and located at maximum
3m spacing.
(iii) Install geofabric sediment fence and sediment traps around all
permanent stormwater reticulation structures as shown on
the plan,
SWM04 Water shall be prevented from entering the permanent
drainage system until sediment concentration is less then or
equal to 50mg/L, ie the catchment area has been
permanently landscaped and / or any likely sediment has
been filtered through an approved structure.
CN27 Integral kerb joints shall match the location of the pavement
jointing.
Footpath Notes
CN28 Concrete to be F'c=25MPa (UNO).
CN29 Contraction joints to be maximum 4m spacing and expansion
joints to be maximum 16m spacing.
CN30 Contraction joints to be early ace sawcut (soff cut) or proprietary
crack inducer products used.
CN31 Curing compounds to be type 2 curing membrane complying
with AS3799.
CN9 Concrete not to be placed in adverse weather conditions,
CN10 External pavements to be broom finished UNO.
SWM05 Acceptable receptors will be constructed for concrete and
mortar slurries, paints, acid washings, light-weight waste
materials and litter.
(v) Install diversion banks along the boundary where required,
rehabilitate disturbed lands downslope from the basins within
20 working days,
SWM06 The contractor shall install sediment fencing to ensure
adequate containment of sediment. The sediment fencing will
outlet or overflow under stabilised conditions into the
sediment basin, to safely convey water into a suitable filtering
system should the pores in the fabric block.
(vi) Ensure that the sediment basin is directed onto a turfed area
and drains to a suitable location. A temporary stormwater line
may be necessary to convey the flows to this location.
Construct diversion channels at the boundary to drain into the
sediment basin as shown on plans,
SWM07 Stockpiles should not be located within 5m of trees and
hazard areas, including likely areas of concentrated or high
velocity flows such as waterways, drainage lines, paved
areas and driveways. Where they are within 5m from such
areas, special sediment control measures should be taken to
minimise possible pollution to downstream waters. Measures
should also be applied to prevent the erosion of the stockpile.
(vii) At completion stabilise site and decommission sediment basin
and all erosion control devices.
SWM08 All cut and fill batters are to be seeded and mulched within 14
days of completion of formation.
CN11 External pavements to be continuously kept moist for atleast 24
hours after placing, with impermeable curing blankets for
remainder of 7 day curing period.
(iv) Construct stabilised construction entrance as shown on the
plan or to location as determined by superintendent,
SWM09 Any existing trees which form part of the final landscaping
plan will be protected from construction activities by-
CN12 Joint layout shall be as detailed on the plans.
a.
CN13 Provide 10mm wide expansion joints between all buildings, other
structures and pavements.
b.
c.
CN14 Bond breaker to be two (2) uniform coats of bitumen emulsion all
over the exposed surface and on end.
Protecting them with barrier fencing or similar materials
installed outside the drip line,
Ensuring that nothing is nailed to them,
Prohibiting paving, grading, sediment wash or placing of
stockpiles within the drip line except under the following
conditions,
CN15 Dowels and tie bars to meet strength requirements of structural
grade steel in accordance with AS ISO 1302 - 2005 geometrical product specifications.
Dowels and tie bars shall be straight,
to length specified,
all dowels to be hot dip galvanised,
sawn to length not cropped.
(i)
CN16 Dimensions of sealant reservoir dependant on the sealant type
adopted. Superintendent approval to be obtained for sealant and
reservoir dimensions and detail proposed by the contractor.
Refer to plans for typical arrangement and sealant.
(iii) Care is taken.
SWM15 Temporary soil and water management structures will be
removed only after the lands they are protecting are
rehabilitated.
SWM16 Final site landscaping will be undertaken as soon as possible
and within 20 working days from completion of construction
activities.
Site Inspection and Maintenance
SWM17 At least weekly and after every rain fall event, the contractor
will inspect the site and ensure that -
Encroachment only occurs on one side and no closer to
the trunk than either 1.5 metres or half the distance
between the outer edge of the drip line and the trunk,
which ever is the greater,
(i)
Drains and all sediment control devices operate
effectively and initiate repair or maintenance as required,
(ii)
Receptors for concrete and mortar slurries, paints, acid
washings, light-weight waste materials and litter are to be
emptied as necessary. Disposal of waste shall be in a
manor approved by the superintendent,
(iii) Spilled sand (or other materials) is removed from hazard
areas, including likely areas of concentrated or high
velocity flows such as waterways, gutters, paved areas
and driveways,
(ii) A drainage system that allows air and water to circulate
through the root zone (e.g. a gravel bed) is placed under
all fill layers of more than 300 millimetres depth
(iv) Sediment is removed from basins and / or traps when less
disturbed lands, and / or less than 500mm depth remains
in the settling zone. Any collected sediment will be
disposed in areas where further pollution to down slope
lands and waterways is unlikely,
SWM10 During windy weather, large disturbed unprotected areas
should be kept moist (not wet) by sprinkling with water to
keep dust under control.
CN17 Prior to the placement of concrete in the adjacent slab, 'Ableflex'
filler shall be adhered to the already cast and cleaned concrete
face using an approved waterproof adhesive. Adhesive shall be
liberally applied to the full face of the concrete slab to be covered
by the filler, and on the full face of the filler to be adhered.
SWM11 Temporary protection from erosive forces will be undertaken
on lands where final shaping has not been completed but
works are unlikely to proceed for periods of two months or
more (eg. on topsoil stockpiles). This may be achieved with a
vegetative cover. Details of the proposed seeding shall be
submitted to the superintendent for approval.
CN18 The base course shall be kept moist (not wet) by sprinkling with
water immediately prior to pouring the concrete.
(v) Rehabilitated lands have effectively reduced the erosion
hazard and initiate upgrading or repair as appropriate.
SWM18 The contractor shall provide all monitoring control and testing.
CN19 All work to be finished to satisfy its intended use as shown on
the plans, and / or in accordance with the specification. Traffic
shall be excluded until after the end of the 7 day curing period.
Only concrete pavement traffic is permitted until joint section is
completed.
Sub-base
Minimum 95% MMDD AS1289.5.2.1 - 2003 - Methods of Testing
Soils for Engineering Purposes
LS10 All markings shall be completed in a workmanlike manner and
be straight, smooth and with even curves. Any non-conforming
work, shall be removed and reinstated at the direction of the
superintendent at the contractor's expense.
All branch gas and water services under driveways and brick
extending a minimum of 500mm beyond the edge of paving.
ES8
LS3
LS4
ES4 If required, the contractor shall construct temporary services to
maintain existing supply to buildings remaining in operation
during works to the satisfaction and approval of the
superintendent. Once diversion is complete and commissioned
the contractor shall remove all such temporary services and
make good to the satisfaction of the superintendent and the
relevant service authority.
ES7
The scope of work shall include all pavement markings to roads
and carparks.
CN20 All hand placed (in-situ) concrete kerbs to have a minimum
characteristic compressive strength F'c=25MPa (UNO).
be via purpose made fittings (UNO).
All linemarking works to be in accordance with either the current
Australian Standard AS1742.2-2009-Manual Uniform Traffic
Control Devices, or as shown on the plans or as directed by the
superintendent.
LS2
CN1 Use "AS3972 - 2010 - General purpose and blended cements Type GP" cement (UNO).
Tack coat
SW8 All in-situ concrete pits to be 32MPa minimum at 28 days.
EW12 It is the contractor's responsibility to ascertain earthwork
quantities by undertaking field surveys of excavated surfaces
during construction.
AC1 Asphaltic concrete mix design, manufacture, placing and
compaction shall be in accordance with Capricorn Municipal
Development Guidelines.
SW4
EW8 Testing of the fill material shall be carried out by an approved
NATA registered laboratory at the contractors expense.
EW11 No allowance has been made for footings or foundations,
retaining walls or trenching. It is the contractors responsibility to
make allowances for these items as part of the tender / works.
General Instructions
AC7 All depressions or uneven areas are to be tack-coated and
brought up to general level of pavement with asphaltic concrete
before laying of main course.
SW6 Contractor to supply and install all fittings and specials including
various pipe adaptors to ensure proper connection between
dissimilar pipework.
EW10 Earthworks calculations are volumetric only and do not allow for
bulking of excavated material. It is the contractors responsibility
to make allowances for these items as part of the tender / works.
Kerbing Notes
SW3 Equivalent strength fibrous reinforced concrete (F.R.C.) and / or
High density polyethylene (H.D.P.E.) may be used subject to
approval by the superintendent.
EW7 The contractor shall program the earthworks operation so that
the working areas are adequately drained during the period of
construction. The surface shall be graded and sealed off to
remove depressions, roller marks and similar which would allow
water to pond and penetrate the underlying material. any
damage resulting from the contractor not observing these
requirements shall be rectified by the contractor at their own
expense.
EW9 Where the subgrade is unable to support construction
equipment, or it is not possible to compact overlying pavement
layers, only because of the subgrade moisture content, then the
contractor shall condition or replace the material at the
contractors discretion and expense.
SN9 Any existing trees which form part of the final landscaping plan
will be protected from construction activities in accordance with
the landscape architect's details and / or by -
ES6
98%
98%
98%
95%
All fill material within the Building A footprint area shall be
Imported Fill, and site-won fill shall not be used within this area.
Imported fill shall be compacted to minimum 95% Modified Dry
Density determined in accordance with AS 1289.5.1.2
SN4 The contractor shall arrange for all setting out by a registered
surveyor.
ES3
shall be class 3 approved spigot and socket reinforced concrete
pipes with rubber ring joints (UNO).
pipe or similar approved equivalent.
SN3 All existing services (including any not shown on the plans) must
be accurately located in position and level prior to any
excavation. Any discrepancies shall be reported to the
superintendent. minimum service clearances shall be maintained
from the relevant service authority.
ES2
approved spigot and socket reinforced concrete pipes with
Soil Erosion Drainage Management Notes
General
SW2 For commercial or industrial sites -
standard dry density
under building slabs
vehicular paved areas
non-vehicular paved areas
landscaped areas
Concrete Notes
General
AC4 Mix stability - between 16kn and 36kn.
EW6 All fill material shall be placed in maximum 200mm thick layers
and compacted at optimum moisture content (-1 to +3%) to
achieve a dry density determined in accordance with
AS1289.5.1.1 - 2003 - methods of testing soils for engineering
purposes of the following standard minimum dry density -
SN2 The contractor must verify all dimensions and existing levels on
site prior to commencement of work, and report any
discrepancies to the superintendent.
Asphaltic Concrete Notes
Clearance and cover requirements shall be obtained from the
relevant service authority before commencement of works and
shall be adhered to at all times.
LS11 Linemarking on AC pavements to be provided no sooner than
7-10 days once the asphalt has set.
Care is to be taken when excavating near existing services. No
mechanical excavations are to be undertaken over telecom or
electrical services. Hand excavate in these areas only .
LS12 Yellow reflective paint to be used for all concrete pavement
markings and white reflective paint to be used for all asphalt
pavement markings.
LS13 Sign supports to be cast in sleeves.
LS14 Sign locations are indicative only. Final sign location to be
agreed on site with the superintendent.
LS15 Pavement text to be 2.5m in height UNO.
Notes
Mezzanine Floor
Adelaide, 5000
Australia
T +61 (0)8 7325 7325
Client
Title
P5
14/04/2016
NW
JN
P4
23/03/2016
NW
JN
P3
17/03/2016
NW
JN
P2
26/06/2015
MN
SSC
P1
02/04/2015
MN
Concept Design
SSC
Rev
Date
Drawn
Description
Ch'k'd App'd
IPL Dockside
Civil
General Notes
Designed
S Cheung
Eng.check.
-
Drawn
M Nelson
Coordination
-
Dwg.check.
-
Approved
-
Scale at A0
NTS
Status
PRE
Rev
Security
P5
Drawing Number
MMD-352621-C-DR-0002
STD
Drawing MMD-352621-C-DR-0003
BOUNDARY LINE
DRAINAGE
SWALE AND
LEVEE BANK
FK
DRAINAGE
SWALE AND
LEVEE BANK
EASEMENT LINE
KO
K&G
3.3
KO
3.4
K&G
KO
K&G
KO
FK
K&G
KO
FK
KO
K&G
K&G
FK
KO
KO
K&G
3.3
3.4
FK
K&G
FK
K&G
KO
K&G
3.375
K&G
FK
FK
FK
KO
FRONT
DRAINAGE
SWALE
BOUNDARY LINE
FK
K&G
BOUNDARY LINE
3.375
K&G
PROPOSED
INCITEC PIVOT
FACILITY
WASHBAY
AREA
ROAD
KO
FK
KO
K&G
DOCK
K&G
FK
K&G
K&G
G
K&
3.375
K&G
K&G
WEIGHBRIDGE
K&G
FK
FK
FK
FK
FK
KO
K&G
FK
FK
FK
K&G
K&G
FK
FIRST FLUSH
DIVERSION SWALE
K&G
3.375
FK
K&G
FK
K&G
TRUCK DRIVER
AMENITIES
FK
K&G
K&G
EXTERNAL
AREA
KO
KO
KO
KO
KO
KO
KO
KO
KO
KO
K&G
FK
BOUNDARY LINE
Guardrails shall be installed along
both sides of access road.
Further investigation required to define width
in this location for A-Double access. Design
and works to be as agreed between IPL &
Flinders Ports.
Existing 4No. 1500 x 900
box culverts.
Kerb & Gutter, if pipe gradient is flat
and its hydraulic performance could not
be achieved.
A
DR-0007
HW3
SEP
3.3
K&G
K&G
GIP
3.4
KO
3.3
K&G
KO
KO
KO
K&G
3.4
GIP
K&G
KO
K&G
KO
8m long of 3.3 x 1.2m RCBC.
IL 1.1m AHD.
K&G
ont
iz
Hor
6m
Key Plan
K&G
Flush Kerb.
Legend
RL. 8.248
FK
GPT / Treatment Device if Required
with IP on outlet for manual Ph
testing (assume still required by EPA)
KO
FK
KO
K&G
Roof sealed system to be
connected to water tank.
B
FK
Dirt Track
K&G
GIP
Design level
Stormwater drainage pipe
Batters
Asphalt pavement (Flexible Pavement)
Concrete pavement (Rigid Concrete Pavement)
KO
3.375
K&G
FK
DR-0007
FFL: 3.450
D
GIP
FK
DR-0007
GIP
JP
SEP
Guardrails shall be installed
along both sides of access
road.
K&G
K&G
G
K&
GPT / Treatment Device
K&G
FK
GIP
Grated inlet pit (Class D)
Junction pit
Side entry pit
Downpipe
6m
FFL: 3.400
3.375
C
Elevated roof stormwater
system to be buried under
pavement from this point.
K&G
FFL: 3.450
K&G
DR-0007
FK
K&G
K&G
FK
KO
FK
KO
FK
KO
FK
KO
FK
KO
FK
FK
KO
K&G
KO
KO
Flush Kerb.
K&G
IL 1.1m AHD.
K&G
FK
KO
FK
DOCK ROAD
K&G
K&G
GIP
K&G
KO
KO
FK
DR-0007
FK
3.375
SEP
Headwall with sluice gate to
block spill from site to be
discharged into open channel
K&G
FK
E
GIP
IL 1.1m AHD.
K&G
6m
For Continuation Refer to Dwg MMD-352621-C-DR-0004
A9
MG
Flush Kerb (TYP.)
GIP
Rainwater tank.
m:
atu
al D
KO
FK
FK
K&G
ON
4Z
SC
FK
Rainwater tank overflow to
be discharged into
vegetated swale
3.375
4
E5
T
ST
K&G
ES
TR
ME
D
EN
T
IGH
RA
ST
LEG
ALE
KO
KO
K&G
FK
SEP
SEP
FK
HW3
6m
FK
road.
road.
* Note: As C&G have not been privy to discussions between EPA, IPL and EnviroRisk, we can not at this stage confirm this design will
be approved from an EPA perspective until the full design is complete and submitted for Development Approval. As a result, we provide
this design from discussions with Mott MacDonald as a best case scenario, and propose to incorporate these costs as a PC Sum to
allow a provisional approval of the design and cost until the design approval is achieved with the associated authorities.
0
Mezzanine Floor
Adelaide, 5000
Australia
T +61 (0)8 7325 7325
50m
1:500
Notes
25m
Client
P10
20/05/2016
JAF
JN
P9
17/05/2016
MN
CD
P8
14/04/2016
NW
JN
P7
23/03/2016
NW
JN
P6
17/03/2015
JC
JN
P5
24/11/2015
JC
JN
Rev
Date
Drawn
Description
Title
JN
Ch'k'd App'd
IPL Dockside
Civil
Site General Arrangement - Sheet 1
Designed
S Cheung
Eng.check.
-
Drawn
M Nelson
Coordination
-
Dwg.check.
-
Approved
-
Scale at A0
1:500
Status
PRE
Rev
Security
P10
Drawing Number
MMD-352621-C-DR-0003
STD
FK
K&G
KO
K&G
3.3
KO
3.4
K&G
KO
K&G
KO
K&G
K&G
FK
KO
KO
FK
3.4
FK
K&G
3.3
KO
FK
K&G
KO
FK
K&G
KO
K&G
3.375
K&G
FK
FK
FK
KO
3.375
K&G
KO
FK
KO
K&G
FK
K&G
K&G
FK
K&G
K&G
G
K&
3.375
K&G
K&G
K&G
K&G
FK
K&G
FK
K&G
3.375
KO
K&G
FK
FK
FK
K&G
K&G
KO
FK
KO
FK
KO
FK
KO
FK
KO
FK
KO
FK
KO
K&G
KO
KO
K&G
K&G
FK
KO
FK
Note: All Pits, Pipes & Head
Walls to be Marine Grade with
Sulphate Resistance Cement.
H
DR-0008
G
F
G
DR-0008
DR-0008
DR-0008
Rocla Plastream or Similar Approved (Alternative)
HW1
Boundary
Boundary
JP
Boundary
Elbow
Boundary
F
DR-0008
JP1
HW3
I
DR-0008
HW2
box culvert.
K&G
3.375
K&G
Key Plan
Dirt Track
Legend
Existing Railway Line
Design level
3.375
Batters
Dirt Track
Junction pit
Side entry pit
Downpipe
GIP
JP
K&G
SEP
3.375
K&G
K&G
3.375
K&G
Port Adelaide River
K&G
RL. 8.248
KO
0
Mezzanine Floor
Adelaide, 5000
Australia
T +61 (0)8 7325 7325
50m
1:500
Notes
25m
Client
Title
P5
17/05/2016
JAF
JN
P4
17/05/2016
MN
CD
P3
14/04/2016
NW
JN
P2
23/03/2016
NW
JN
P1
17/03/2016
NW
JN
Rev
Date
Drawn
Description
IPL Dockside
JN
Ch'k'd App'd
Civil
Designed
S Cheung
Eng.check.
-
Drawn
N Williams
Coordination
-
Dwg.check.
-
Approved
-
Scale at A0
1:500
Status
PRE
Rev
Security
P5
Drawing Number
MMD-352621-C-DR-0004
STD
Subgrade min. 5% CBR
Flexible Pavement Detail (Dock Rd Site)
Rigid Concrete Pavement Detail
Scale 1:10
Scale 1:10
Scale 1:10
Included angle between ramp
surface and road way or
A
100
100mm min. compacted
Type 2.1 subbase. (95%
modified compaction)
150
150
Clean backfill behind
kerb U.N.O.
300
Subgrade. (100%
standard compaction)
Subgrade. (100%
standard compaction)
300
Scale: 1:10
(Noted 150K on plan)
Scale: 1:10
(Noted 150K&G on plan)
Scale: 1:10
(Noted 150FK on plan)
600
Ramp.
200
270mm square baseplate, 25mm thick. Baseplate
secured with 4-M20 galvanized grade 5.8 steel
Chemset anchors with 150mm embedment into
building slab. Adhesive to be Chemset 101 or
approved equivalent.
BIDIM A29 geotextile
under rocks.
200
-
Rocks 50 - 200mm diameter.
Drain invert
Rounding for water run off.
Finished surface
400
1330 min.
B
Kerb.
FSL
Flush Kerb
1200
1200
150mm NBx5.4mm heavy duty pipe and cap
powder coated industrial yellow. (Leda IBR150FA
bollard or approved equivalent) Bollard to be
concrete infilled with 20MPa @ 7 days.
100
Kerb face.
FSL
R25
Barrier Kerb & Channel
150mm NBx5.4mm heavy duty pipe and cap
powder coated industrial yellow. (Leda IBR150B
bollard or approved equivalent) Bollard to be
concrete infilled with 20MPa @ 7 days.
25
grout
-
R25
Blind rip rap with topsoil
(lightly compacted) to
Superintendent's satisfaction.
15
190
max.
Ramp
NTS
Landscaping.
R25
Note
Sharp transition.
A
300
Barrier Kerb
1330
Section
Concrete / asphalt
pavement as specified.
Subgrade. (100% standard
compaction)
-
Landing 1330 min. from top
of ramp to any obstruction.
Nominal kerb line
Finished pavement
kerb U.N.O.
300
Ramp or gradient 1:8 max.
1520 max.
5mm lip on pavement.
150
150
190
Flexible Pavement Detail (IPL Site)
Note
R20
Note
450
FSL
Finished pavement
Class 2 (grading based) quarried or
recycled pavement materials (20mm
nominal maximum size) meeting DPTI
specifications (PM2/20QG or PM2/20 RG).
Compact to achieve a minimum dry
density ratio of 95% based on Modified
compaction (AS 1289.5.2.1).
170
Capping Layer - 20mm quarry
rubble (PM3 / 20 QG). 98%
modified compaction.
110
300
kerb U.N.O.
100
150
200
200
Class 2 (grading based) quarried
pavement materials (20mm nominal
maximum size) stablised with not less
than 4% cement by mass
(SPM2/20QGC4), meeting DPTI
specifications
Compact to achieve a minimum dry
density ratio of 96% based on Modified
compaction (AS 1289.5.2.1).
125
20mm quarry rubble (PM2 / 20 QG)
subbase. 95% modified compaction.
125
subbase. 95% modified compaction.
75
65
150
base course. 98% modified compaction.
Edge thinkening minimum thickness = 250mm
with width of 1.5m
Landscaping.
R20
FSL
Hot mix AC10H with A35P primer.
base course. 98% modified compaction.
Nominal kerb line
150
110 40
Nominal kerb line
25
Jointed reinforced concrete pavement
Fc = 40MPa
SL102 mesh
top cover 50mm
Hot mix AC10H with A35P primer.
40
Baseplate secured with Chemset
anchors into building slab.
Rip Rap Detail
NTS
steel pin through pipe.
1200 min.
Kerb Ramp Detail
Section
B
Scale: 1:10
NTS
-
300
Concrete footing.
500x500
Steel Bollard Detail A (External Bollards)
Steel Bollard Detail B (Internal Bollards)
Scale: 1:20
Scale: 1:20
3
1
Soil cut from cut-off drain to be
mounded adjacent back of kerb.
Cut-off Drain
Scale: 1:100
Refer note 1
Rocla precast large span
RCBC (2x3300x1200) or
Rocla precast large span
RCBC (3300x1200) or
Refer note 3
Refer note 4
Refer note 2
Gravel backfill
(min. CBR 15%)
Gravel backfill
(min. CBR 15%)
Refer note 1
300
Proprietary RCBC
base slabs
75mm min.
sand bedding
Section of Twin Box Culverts Under Access to Port
Proprietary RCBC base slabs
300
75mm min.
sand bedding
Section of Box Culverts Under Driveway Access
Scale 1:20
Notes:
1. Wingwalls not shown for clarity. Wingwalls to be proprietary products from
Humes / Rocla or similar approved or in accordance with Department of
Planning, Transport and Infrastructure standard drawings.
2. Tape all joints with 150mm wide Denoseal 450 tape or similar approved
applied in accordance with manufacturers guidelines.
3. Area above culvert top to be filled with gravel to min. depth of 300mm or to
subgrade if lower.
NTS
Notes:
1. Minimum 40mm gap between RCBC units in parallel infill between legs with
20/20 concrete plugs of 250mm min. length at bottom ends of structure. Fill
remaining gap with 1:10 lean mix having maximum aggregate 10mm
packed dry.
2. Wingwalls not shown for clarity. Wingwalls to be proprietary products from
Humes / Rocla or similar approved or in accordance with Department of
Planning, Transport and Infrastructure standard drawings.
3. Tape all joints with 150mm wide Denoseal 450 tape or similar approved
applied in accordance with manufacturers guidelines.
4. Area above culvert top to be filled with gravel to min. depth of 300mm or to
subgrade if lower.
0
Mezzanine Floor
Adelaide, 5000
Australia
T +61 (0)8 7325 7325
1m
1:10
Notes
1. Headwalls to be generally constructed to Department of Planning,
Transport and Infrastructure standards.
2. Concrete to be 32MPa / 20.
3. Cover to be 50mm generally, 75mm for ground contact unless
shown otherwise.
4. Provide 0.2mm polyethylene membrane under all concrete slabs.
5. Steel bollards to be provided to protect all building corners and
warehouse door edges against vehicle impacts.
0.5m
Client
P6
20/05/2016
JAF
JN
P5
14/04/2016
NW
JN
P4
23/03/2016
NW
JN
P3
17/03/2016
NW
JN
P2
26/06/2015
SSC
SSC
P1
02/04/2015
MN
Concept Design
SSC
Rev
Date
Drawn
Description
Ch'k'd App'd
Title
IPL Dockside
Civil
Standard Details - Sheet 1
Designed
S Cheung
Eng.check.
-
Drawn
M Nelson
Coordination
-
Dwg.check.
-
Approved
-
Scale at A0
Status
As Shown
PRE
Rev
Security
P6
Drawing Number
MMD-352621-C-DR-0005
STD
150
150
150
150
1050
200
1800
1200
150
150
1800
150
151
150
200
200
2213
3456
3456
PLAN
PLAN
PLAN
B
C
-
-
-
750
A
PLAN
150
150
45
150
0
NOTE: DISSIPATOR
NOT SHOWN.
ELEVATION
ELEVATION
ELEVATION
ELEVATION
4
4
150
4
150
150
750
3
MIN. 300
150
150
Section
A
NTS
-
200
HEADWALL DETAIL (HW1)
300
200
f'c = 40MPa
SL82-C
Excavate to extend the existing permanent
pool to front of headwall as shown. Extent of
excavation 300mm past corners of headwall.
200
Section
B
Section
C
NTS
-
NTS
-
300
600
f'c = 40MPa
SL82-C
900
f'c = 40MPa
SL82-C
150
Permanent pool
in open channel.
600
150
3
MIN. 300
100
300
750
ROCLA
FLOODGATE
IF REQUIRED
3
MIN. 300
750
150
1
rocks infill.
1
300
200
Grade N40 concrete. (typ.)
SL82 mesh central.
Geofabric BIDIM
A24 lining.
NOTE: FLOODGATE INSTALLATION INFRONT
OF HEADWALL TO MANUFACTURERS SPECIFICATION.
NTS
SET OUT POINT
SET OUT POINT
400
500
OVERLAP
350
200
500
OVERLAP
350
FINISHED PAVEMENT
500 OVERLAP
250
500 OVERLAP
2000
250
250
2000
250
G
F
-
-
Section
F
NTS
-
2000 x 2000 JUNCTION BOX PIT DETAIL (JP1)
Section
G
NTS
-
BASE OF PIT (JP1)
NOTE: JP DETAILS ARE THE SAME AS JP1 EXCEPT
THE STEP UP IN PIT AND NO FLOOD GATE
0
Mezzanine Floor
Adelaide, 5000
Australia
T +61 (0)8 7325 7325
1m
1:10
Notes
1. Headwalls to be generally constructed to Department of Planning,
Transport and Infrastructure standards.
2. Concrete to be 32MPa / 20.
3. Cover to be 50mm generally, 75mm for ground contact unless
shown otherwise.
4. Provide 0.2mm polyethylene membrane under all concrete slabs.
5. Steel bollards to be provided to protect all building corners and
warehouse door edges against vehicle impacts.
0.5m
Client
Title
P4
17/05/2016
AG
CD
P3
14/04/2016
NW
JN
P2
23/03/2016
NW
JN
P1
17/03/2016
NW
Concept Design
Rev
Date
Drawn
Description
IPL Dockside
JN
SSC
Ch'k'd App'd
Civil
Standard Details - Sheet 2
Designed
S Cheung
Eng.check.
-
Drawn
N Williams
Coordination
-
Dwg.check.
-
Approved
-
Scale at A0
Status
As Shown
PRE
Rev
Security
P4
Drawing Number
MMD-352621-C-DR-0006
STD
Drainage Easement
New fence on boundary
6.0
4.0
6.6
1.0
6.4
Boundary
IPL Building
4.0 AHD
FSL. 3.100
2.0%
3.0 AHD
3
3
Sub grade approximate level or 2.700AHD.
2.0 AHD
Match to existing
1
1
Main Drain
Hydro seeded - Grass line swale, Typical.
1.0 AHD
6.0
3.0
Section
A
1:50
DR-0003
6.0
4.0 AHD
Carpark
DOCK ROAD
FSL. 3.100
2.0%
Match to existing
FSL. 2.925
3.0 AHD
3
3
1
2.0 AHD
1
Main Drain
1.0 AHD
FSL. 1.100
Section
B
1:50
DR-0003
14.5
4.0
3.0
4.0
4.0 AHD
1.0%
Match to existing
FSL. 3.100
3.0 AHD
3
1
2.0 AHD
3
1
1.0 AHD
Bio-filter system
C
1:50
DR-0003
Washbay Area
6.5
25.5
Rail Corridor
Boundary
Section
4.0 AHD
1.0%
2.0%
3.0 AHD
2.0 AHD
and grated inlet pit
1.0 AHD
Section
D
NTS
DR-0003
4.0 AHD
Top of first flush
water level
Top of first flush
water level
3.0 AHD
Grated inlet pit for major
storm events
3
1
3
1
0.1%
2.0 AHD
1.0 AHD
Outlet pipe to discharge into
channel in common area
Section
E
NTS
DR-0003
0
Notes
Mezzanine Floor
Adelaide, 5000
Australia
T +61 (0)8 7325 7325
2.5m
5m
1:50
Client
P7
17/05/2016
AG
CD
P6
14/04/2016
NW
JN
P5
23/03/2016
NW
JN
P4
17/03/2016
NW
JN
P3
20/11/2015
JC
JN
P2
26/06/2015
SSC
SSC
Rev
Date
Drawn
Description
JN
Ch'k'd App'd
Title
IPL Dockside
Civil
Sections and Details - Sheet 1
Designed
S Cheung
Eng.check.
-
Drawn
M Nelson
Coordination
-
Dwg.check.
-
Approved
-
Scale at A0
1:50
Status
PRE
Rev
Security
P7
Drawing Number
MMD-352621-C-DR-0007
STD
4.0 AHD
HW3
JP
3.0 AHD
JP
HW1
Existing Ground Level
3.200m
3.200m
3.200m
305.5m 1.137m
Chainage
255.5m 1.037m
0.0m
Design IL (Pipe, Swale)
240.0m 1.006m
Existing Surface Level (Estimated)
0.806m 2.400m
0.906m
0.000m 0.000m
0.0 AHD
190.0m
1.0 AHD
0.426m 2.000m
Port Adelaide River
2.0 AHD
Stormwater Long Section
SCALE N.T.S.
10m Drainage Easement
2950 Approximately. To Be Confirmed On Site.
Boundary
1800
Road Pavement
100% MOD. MDD.
200
Selected site backfill
compacted in 200mm
thick layers.
90% MOD. MDD.
300
Existing Box Culvert
5% Cement Stabilizing Sand
Stormwater Pipe,
900 RCP Class 4
haunch Zone.
Compacted sand fill.
110
90% MOD. MDD.
90% MOD. MDD.
Bed Zone.
Compacted bedding sand
Section
NTS
F
100
300
CL
(Typ)
Trench Width
DR-0004
1800
Boundary
Boundary
1800
Road Pavement
100% MOD. MDD.
90% MOD. MDD.
Min. Cover
compacted in layers.
Min. Cover
200
90% MOD. MDD.
compacted in layers.
150
150
Headwall HW3
Overlay zone
compacted sand fill
5% Cement
Stabilizing Sand
5% Cement Stabilizing Sand
90% MOD. MDD.
90% MOD. MDD.
Stormwater Pipe
Stormwater Pipe
Swale
haunch Zone.
Compacted sand fill..
110
haunch Zone.
Compacted sand fill..
110
90% MOD. MDD.
90% MOD. MDD.
90% MOD. MDD.
Bed Zone.
100
300
CL
(Typ)
Trench Width
90% MOD. MDD.
Bed Zone.
100
CL
300
Trench Width
Section
Section
NTS
G
NTS
Section
H
DR-0004
NTS
I
DR-0004
DR-0004
Notes
Mezzanine Floor
Adelaide, 5000
Australia
T +61 (0)8 7325 7325
Client
Title
P5
20/05/2016
JAF
JN
P4
17/05/2016
MN
CD
P3
14/04/2016
NW
JN
P2
23/03/2016
NW
JN
P1
17/03/2016
NW
JN
Rev
Date
Drawn
Description
IPL Dockside
JN
Ch'k'd App'd
Civil
Sections and Details - Sheet 2
Designed
C Dieu
Eng.check.
-
Drawn
N Williams
Coordination
-
Dwg.check.
-
Approved
-
Scale at A0
NTS
Status
PRE
Rev
Security
P5
Drawing Number
MMD-352621-C-DR-0008
STD
Appendix B. High Level Onsite Catchment
Layout
10
352621/SAN/ADL/02/B 20 May 2016
B.docx
BOUNDARY LINE
DRAINAGE
SWALE AND
LEVEE BANK
FK
DRAINAGE
SWALE AND
LEVEE BANK
EASEMENT LINE
KO
K&G
3.3
KO
3.4
K&G
KO
K&G
KO
FK
K&G
KO
FK
KO
K&G
K&G
FK
KO
KO
K&G
3.3
3.4
FK
K&G
FK
K&G
KO
K&G
3.375
K&G
FK
FK
FK
KO
FRONT
DRAINAGE
SWALE
BOUNDARY LINE
FK
K&G
BOUNDARY LINE
3.375
K&G
PROPOSED
INCITEC PIVOT
FACILITY
WASHBAY
AREA
ROAD
KO
FK
KO
K&G
DOCK
K&G
FK
K&G
K&G
G
K&
3.375
K&G
K&G
WEIGHBRIDGE
K&G
FK
FK
FK
FK
FK
KO
K&G
FK
FK
FK
K&G
K&G
FK
FIRST FLUSH
DIVERSION SWALE
K&G
3.375
FK
K&G
FK
K&G
TRUCK DRIVER
AMENITIES
FK
K&G
K&G
EXTERNAL
AREA
KO
KO
KO
KO
KO
KO
KO
KO
KO
KO
K&G
FK
BOUNDARY LINE
Flinders Ports.
box culverts.
be achieved.
A
DR-0007
HW3
SEP
3.3
K&G
K&G
GIP
3.4
KO
3.3
K&G
KO
KO
KO
K&G
3.4
GIP
K&G
KO
K&G
KO
IL 1.1m AHD.
K&G
GIP
ont
iz
Hor
6m
Key Plan
Flush Kerb.
Legend
RL. 8.248
FK
KO
FK
KO
K&G
B
FK
Dirt Track
K&G
GIP
Design level
Batters
KO
3.375
K&G
FK
DR-0007
FFL: 3.450
D
GIP
FK
DR-0007
GIP
JP
SEP
road.
K&G
K&G
G
K&
K&G
FK
GIP
Junction pit
Side entry pit
Downpipe
6m
FFL: 3.400
3.375
C
K&G
FFL: 3.450
K&G
DR-0007
FK
K&G
K&G
FK
KO
FK
KO
FK
KO
FK
KO
FK
AREA 2
= 0.79ha
FK
KO
FK
KO
K&G
KO
KO
Flush Kerb.
K&G
IL 1.1m AHD.
K&G
FK
KO
FK
DOCK ROAD
K&G
K&G
GIP
K&G
KO
KO
FK
DR-0007
FK
3.375
SEP
K&G
FK
E
GIP
IL 1.1m AHD.
K&G
6m
A9
MG
Flush Kerb (TYP.)
K&G
Rainwater tank.
m:
atu
al D
KO
FK
FK
K&G
AREA 1
= 0.39ha
ON
4Z
SC
FK
be discharged into
vegetated swale
3.375
4
E5
T
ST
K&G
ES
TR
ME
D
EN
T
IGH
RA
ST
LEG
ALE
KO
KO
K&G
FK
SEP
SEP
FK
HW3
6m
FK
road.
road.
0
Mezzanine Floor
Adelaide, 5000
Australia
T +61 (0)8 7325 7325
50m
1:500
Notes
25m
Client
P10
20/05/2016
JAF
JN
P9
17/05/2016
MN
CD
P8
14/04/2016
NW
JN
P7
23/03/2016
NW
JN
P6
17/03/2015
JC
JN
P5
24/11/2015
JC
JN
Rev
Date
Drawn
Description
Title
JN
Ch'k'd App'd
IPL Dockside
Civil
Designed
S Cheung
Eng.check.
-
Drawn
M Nelson
Coordination
-
Dwg.check.
-
Approved
-
Scale at A0
1:500
Status
PRE
Rev
Security
P10
Drawing Number
MMD-352621-C-DR-0003
STD
APPENDIX E
IPL TRAFFIC IMPACT ASSESSMENT
PREPARED BY MOTT MACDONALD
Flinders Ports
IPL – Traffic Impact Assessment
May 2016
Flinders Ports
357131
SAN
ADL
03
C
P:\Adelaide\SAN\Projects\352621\04 Working\02
Documents\Traffic\Report\352621_Traffic Impact
20 May 2016
IPL
– Traffic Impact Assessment
May 2016
Mott MacDonald, 22 King William Street, Adelaide SA 5000, Australia
PO Box 3400, Rundle Mall SA 5000 Australia
T +61 (0)8 7325 7325 F +61 (0)8 7325 7326 W www.mottmac.com
Issue and revision record
Revision
A
Date
16.05.2016
Originator
DH
Checker
RS
Approver
JN
Description
Internal Draft
B
18.05.2016
DH
RS
JN
C
20.05.2015
DH
RS
JN
Information class:
Standard
This document is issued for the party which commissioned it
and for specific purposes connected with the above-captioned
project only. It should not be relied upon by any other party or
used for any other purpose.
We accept no responsibility for the consequences of this
document being relied upon by any other party, or being used
for any other purpose, or containing any error or omission
which is due to an error or omission in data supplied to us by
other parties.
This document contains confidential information and
proprietary intellectual property. It should not be shown to
other parties without consent from us and from the party
which commissioned it.
357131/SAN/ADL/03/C 20 May 2016
P:\Adelaide\SAN\Projects\352621\04 Working\02 Documents\Traffic\Report\352621_Traffic Impact Assessment_20160520.docx
Contents
Chapter
Title
Page
1
Introduction
1.1
1.2
Background _______________________________________________________________________ 1
Scope of the Report _________________________________________________________________ 2
2
3
2.1
2.2
2.3
2.4
2.5
2.6
Site Location_______________________________________________________________________
Proposed Development ______________________________________________________________
Proposed Site Operation _____________________________________________________________
Proposed Site Access _______________________________________________________________
Internal Site Vehicle Movements _______________________________________________________
Vehicle Turn Paths __________________________________________________________________
3
3
4
4
5
5
3
Existing Conditions Assessment
6
3.1
3.1.1
3.1.2
3.1.3
3.1.4
3.1.5
3.2
3.3
3.3.1
3.3.2
3.4
Existing Road Network _______________________________________________________________
Port River Expressway _______________________________________________________________
Eastern Parade ____________________________________________________________________
Grand Trunkway ____________________________________________________________________
Perkins Drive ______________________________________________________________________
Ocean Steamers Road _______________________________________________________________
DPTI RAV Network __________________________________________________________________
Existing Key Intersections ____________________________________________________________
Eastern Parade / Ocean Steamers Road / Morialta Road ____________________________________
Eastern Parade / Grand Trunkway / Perkins Drive __________________________________________
Other Considerations ________________________________________________________________
6
6
7
7
7
7
7
9
9
9
9
4
Car Parking Requirements
4.1
4.1.1
4.2
Light Vehicle Car Parking ____________________________________________________________ 10
Car Park Compliance _______________________________________________________________ 10
Heavy Vehicle Parking ______________________________________________________________ 11
5
Traffic Impact
12
5.1
5.1.1
5.2
5.2.1
Existing Traffic ____________________________________________________________________
Preliminary Existing Conditions SIDRA Analysis __________________________________________
Future Traffic _____________________________________________________________________
Preliminary Future Conditions SIDRA Analysis ___________________________________________
12
13
14
15
6
Summary
16
Appendices
Appendix A.
Appendix B.
Appendix C.
Appendix D.
1
10
17
Site Concept Drawings (Civil Design) ___________________________________________________
Site Heavy Vehicle Movements _______________________________________________________
A-Double Turn Paths _______________________________________________________________
SIDRA Intersection Analysis Summaries ________________________________________________
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18
19
20
21
1
Introduction
Mott MacDonald has been engaged by Commercial & General to provide engineering services for the
proposed Intec Pivot Limited (IPL) distribution centre to be located in the new Dockside Industrial Estate at
Gillman in South Australia.
This Traffic Impact Assessment (TIA) has been prepared for Commercial & General to support the
development application (DA) for the proposed IPL facility. The proposed IPL facility comprises of a new
warehouse primarily for the storage of bulk fertiliser products.
1.1
Background
The Dockside Industrial Estate, formerly known as the Port Adelaide River Logistic Park (PARLP) is a
17ha site in Port Adelaide – refer Figure 1.1.
Figure 1.1:
1
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Assessment_20160520.docx
The Dockside Industrial Estate has the potential as a key logistics and supply centre for South Australian
industry and trade. We understand that this site is considered to be highly strategically located and has the
scale to attract great interest. Mott MacDonald has prepared a Masterplan for the site on behalf of
Commercial & General – refer Mott MacDonald Flinders Ports Dockside Industrial Estate - Site
Infrastructure Masterplan Report (dated April 2015).
Mott MacDonald has also been engaged with Commercial & General to undergo the concept design,
preliminary design and detailed of Dock Road – Dockside Industrial Estate. The road is an extension of the
northern end of Ocean Steamers Road and will provide road access for the proposed Dockside Industrial
Estate and the IPL site. At this stage, the concept design of Dock Road has been completed – refer Mott
MacDonald Dock Road – Preliminary Design Report.
1.2
Scope of the Report
This TIA has been structured to provide:
Section 2 - Proposed development covering site location and the development proposal in relation to
traffic access and movement.
Section 3 - Existing conditions assessment which includes details of the existing surrounding road
network.
Section 4 – Car parking requirements for the proposed development.
Section 5 - Traffic impacts of the proposed development, including a preliminary SIDRA analysis.
Section 6 – Summary of key findings from the assessment.
IPL has provided Mott MacDonald with a ‘Port Adelaide Site Relocation Lessor Functional Design
Specification’ (hereafter referred to as IPL Design Specification) to inform this assessment.
This report is intended to supplement the Dockside Industrial Estate – Site Infrastructure Masterplan, May
2015.In lodging this application, some elements have evolved and others will be be provided in greater
detail.
2
357131/SAN/ADL/03/C 20 May 2016
2
2.1
Site Location
The proposed IPL facility is located at the northern end of the Dockside Industrial Estate as per Figure 2.1.
The site is currently undeveloped.
A railway line is currently located along the western boundary of the site, aligned with Flinders Ports.
Figure 2.1:
2.2
IPL Facility Location
The proposed development comprises of:
New warehouse (shed) used for the storage of bulk fertiliser products stored in large heaps separated
by cantilever bin walls up to 4m high.
Outloading area for trucks.
Wash bay area for machinery.
Minor buildings including:
2
– Office (approx. 355m ).
– Dispatch control room.
– Truck driver toilet.
Staff and visitor car park area with a capacity of 20 spaces.
The proposed development site concept plans are provided in Appendix A.
3
357131/SAN/ADL/03/C 20 May 2016
2.3
Proposed Site Operation
Key elements of the proposed site operation as per the IPL Design Specification which influences traffic
and parking is as follows:
Staff / Personnel:
5 operational.
2 sales.
4 casual (during peak season only).
Operational Hours:
Normal operation 40 hours per week (Monday to Friday).
During peak periods extended hours and some weekend operation may be required.
Stocks of product stored on site will be supplied into the port by ship and delivered by truck into the
storage sheds. During these periods operating hours may be extended to 24 hours on any day of the
week to meet shipping schedules.
Site Operational Capacity (nominal truck loading of 35 tonnes per truck):
70 trucks per shift loaded outgoing. These are understood to be A-Doubles, B-Doubles or smaller rigid
trucks.
300T/h incoming during ship loading operations on a 24/7 basis. This is internal site movement only
between IPL and Flinders Ports. There is no requirement for these vehicles to access the external road
network.
Car parking requirements for the proposed site is detailed in Section 4.
2.4
Proposed Site Access
Site access is proposed from Dock Road.
Light vehicle access is proposed via a single entry / exit connecting to the car park at the northern section
of the site.
Heavy vehicle access is proposed via an entry / exit separated by a median at the southern section of the
site.
This appropriately separates heavy vehicle and light vehicle access for the site.
Separate internal access is provided on the site to / from Flinders Ports only at the north-western corner of
the site.
The largest vehicle proposed to access the site is an A-Double (36.5m long Road Train). It is understood
that inbound heavy vehicles will predominantly be via B-Doubles (26m long) or rigid trucks.
4
357131/SAN/ADL/03/C 20 May 2016
2.5
Internal Site Vehicle Movements
Vehicles movements from Dock Road have been completely separated from vehicle movements from
Flinders Ports.
Vehicles enter the site from Dock Road and access the building via south west of the IPL building. They
then pick up the product and exit the IPL building from the south east.
Vehicles from Flinders Ports travel from northwest of the site and enter the IPL building through the
eastern access. They then drop off the product and run through a wash bay on exit on the western side of
the building. The vehicles then exit via the north west of the building before exiting back to Flinders Ports.
A high level diagram of internal site movements for heavy vehicles is provided in Appendix B.
2.6
Vehicle Turn Paths
A-Double vehicle turn paths demonstrating that the design is suitable for the anticipated heavy vehicle
movements on site are provided in Appendix C. The internal road between the site and Flinders Ports is
proposed with a 10m width (kerb to kerb) which provides adequate clearance between two simultaneous
passing A-Double vehicles in accordance with Austroads Standards.
5
357131/SAN/ADL/03/C 20 May 2016
3
Existing Conditions Assessment
This section provides an overview of the existing conditions on the surrounding external road network.
3.1
Existing Road Network
Key roads which provide access to / from the site and the external road network include:
Port River Expressway.
Eastern Parade.
Grand Trunkway.
Ocean Steamers Road.
Perkins Drive.
All of these roads are listed as State managed roads within the DPTI ‘List of Roads Report’ dated 12 April
2016. Perkins Drive is listed as both State and Local Government managed.
The South Australian Government has recently developed the ‘Functional Hierarchy for South Australia’s
Land Transport Network’. Within this document the Port River Expressway and Eastern Parade are
classified as major freight routes.
Annual Average Daily Traffic (AADT) data on adjacent road sections is provided below. This is based on
DPTI online AADT maps.
Table 3.1:
Existing AADT Data
Road
AADT
% HV
Port River Expressway
31500
10
Eastern Parade
6500
47
Grand Trunkway
3400
29.5
Perkins Drive
3700
6.5
3.1.1
Port River Expressway
This segment of Port River Expressway is a four lane, two-way, divided road with a posted speed of
90km/h. Port River Expressway is a key freight route.
Port River Expressway is a link between Port Adelaide and Lefevre Peninsula to the northern suburbs of
Adelaide. It is also a connection to the major interstate routes merging into A13 (Salisbury Highway)
providing further connection to Port Wakefield Road (A1).
6
357131/SAN/ADL/03/C 20 May 2016
3.1.2
Eastern Parade
Eastern Parade is a four lane, two way road with a posted speed of 60km/h. It provides a North South link
between Grand Junction Road to the south and Port River Expressway to the north, along with a
connection to the Ocean Steamers Road and Grant Trunk way.
3.1.3
Grand Trunkway
Grand Trunkway is a two lane, two way road with a posted speed of 60km/h. It is an important link to both
Garden Island and Torrens Island.
3.1.4
Perkins Drive
Perkins drive is a two lane, two way road separated by a painted median with a posted speed of 60km/h. It
provides a link between the Port River Expressway, Eastern Parade and Grand Trunkway.
3.1.5
Ocean Steamers Road
Ocean Steamers Road is a two lane, two way road. As there is no speed limit sign located along the road,
it assumed that the speed limit is 50km/h. It is also a ‘No-Through Road’ in its current form.
The new Dock Road will connect to the northern end of Ocean Steamers Road (refer Section 1.1).
It is noted that there is a new railway level crossing proposed as part of Dock Road and flinders Ports on
Ocean Steamers Road.
There is currently a stop controlled railway level crossing on Ocean Steamers Road between Minnipa
Road and Moonta Road and a give-way controlled railway level crossing immediately south of Moonta
Road.
3.2
DPTI RAV Network
All surrounding roads are gazetted as A-Double restricted access routes for 36.5m Road Train use (with
some site restrictions) as per the DPTI online RAV mapping system as shown in Figure 3.1.
7
357131/SAN/ADL/03/C 20 May 2016
Figure 3.1:
A Double (36.5m Road Train) access route map from DPTI RAV NET
Source:
(http://maps.sa.gov.au/ravnet/index.html)
8
357131/SAN/ADL/03/C 20 May 2016
3.3
Existing Key Intersections
The Eastern Parade / Grand Trunkway / Perkins Drive and Eastern Parade / Ocean Steamers Road /
Morialta Road are the key intersections that connect the site to the external road network.
3.3.1
Eastern Parade / Ocean Steamers Road / Morialta Road
The Eastern Parade / Ocean Steamers Road intersection is a give-way priority controlled unsignalised
intersection. Ocean Steamers Road (north) is the major road connecting the proposed site through a new
road (Dock Road).
Morialta Road is a private no through road which provides access to OneSteel recycling. Ocean Steamers
Road (south) is a no through road which provides access to the dockyard.
This intersection currently has low volumes as it primarily caters for access to existing private business
allotments.
3.3.2
Eastern Parade / Grand Trunkway / Perkins Drive
The Eastern Parade / Grand Trunkway / Perkins Drive intersection is a signalised intersection located
south east of the subject site. All movements are permitted on this intersection.
A railway line runs from South east to the North West, diagonally across the intersection. Another railway
line crosses the Eastern Parade further 80 m to the west of the intersection.
We understand that the intersection is closed intermittently to cater for rail shunting. As such the signalised
intersection has been modelled in SIDRA factoring the rail line movements (refer Section 5).
Existing actuated pedestrian crossing are located on the Eastern Parade approaches and the Grand
Trunkway approach.
3.4
Other Considerations
The subject site is not serviced by public transport. It is understood that no future public transport routes
are currently planned in the immediate vicinity.
The closest bus service is the 252 which connects Eastern Parade and Bedford Street south of the subject
site to the Adelaide CBD. This is disconnected from the site from a pedestrian and cyclist perspective.
On this basis, it is assumed that all staff and visitors will access the subject site via private car.
9
357131/SAN/ADL/03/C 20 May 2016
4
Car Parking Requirements
4.1
Light Vehicle Car Parking
20 off-street car parking spaces are proposed on the northern section of the site adjacent the office
buildings.
These spaces are proposed for both staff and visitors.
Access to the car park is proposed from Dock Road via a 7m two-way access driveway.
Parking requirements for the site has been checked against the Port Adelaide Enfield Council
Development Plan – Table PAdE/5- Off Street Vehicle Parking Requirements for a warehouse / industry
development.
The provision of 20 spaces meets the required 12 spaces for the office component (based on a rate of1.33
2
spaces per 100m ). A maximum of 11 staff will be located on the site, leaving a minimum of 9 spaces for
visitor use (sales persons or maintenance contractors).
This is considered appropriate for this type of facility and has been developed based on IPL’s requirements
for visitor car parking arrangements at other similar IPL facilities. This includes IPL’s benchmark facility
located in Oyster Cove, Geelong as per the Design Specification.
The car parking requirements for the site warehouse building is not considered applicable in this instance
as the warehouse on site is unmanned and run by operational staffs that are based in the office building.
Only heavy vehicles or the site maintenance vehicle can access the site warehouse used for the bulk
fertiliser storage. Site access for Heavy vehicle and light vehicle is to be segregated.
4.1.1
Car Park Compliance
o
As per the drawings provided in Appendix A, all 90 car parking spaces are designed as 2.4m x 5.4m with
a 7m aisle which complies with relevant provisions stipulated in AS / NZS 2890.1:2004.
Wheelstops will be provided to limit the travel of vehicles when manoeuvring into a parking space with
placement of wheelstops to comply with relevant specifications stipulated within AS / NZ 2890.1:2004.
As stipulated in Building Code of Australia (BCA), 1% - 2% of total yield is required for reserved parking for
persons with disabilities which equates to a minimum requirement of 1 reserved accessible space for the
proposed car park.
The accessible car parking space is proposed in a convenient location, in close proximity to the proposed
site office. The design and provision of this space complies with the minimum requirements as specified
within AS/NZS 2890.6:2009 which requires minimum dimensions for a reserved space of 2.4m x 5.4m with
an associated shared space (including a bollard).
10
357131/SAN/ADL/03/C 20 May 2016
There is potential that 1 space will need to be allocated for a turnaround bay as the proposed car park
ends in a blind aisle (aisle longer than 6 spaces in a publicly accessible car park with no provision for
circulation of vehicles).
This is to be provided at the detailed design stage subject to the potential for direct allocation of staff /
visitor car parking spaces.
4.2
Heavy Vehicle Parking
16 – 20 spaces are required for the outloading of bulk transport as per the IPL Design Specification.
Heavy vehicle layover is located on the southern boundary on the external paved area. This area is to be
managed by the operational staff subject to site demands. The heavy vehicle parking and loading area is
to be designed in accordance with AS / NZ 2890.2:2002.
11
357131/SAN/ADL/03/C 20 May 2016
5
Traffic Impact
This section has been developed using the following data:
Existing DPTI traffic count data for 11 June 2014 for the Eastern Parade/ Grand Trunkway / Perkins
Drive intersection - provided by DPTI via email correspondence on 13 may 2016.
IPL Design Specification.
5.1
Existing Traffic
The following assumptions have been applied to the existing traffic analysis:
Preliminary modelling of the Eastern Parade / Grand Trunkway / Perkins Drive intersection has been
undertaken using SIDRA 6.1.
– The DPTI controller timesetting calculation sheet has been used to determine intergreen times and
minimum required green times for A-Double vehicle movements at the intersection in accordance
with Austroads Guide to Traffic Management - Part 9: Traffic Operations.
– The rail line has been modelled for a worst-case scenario assuming a rail volume of 2 per hour in
the AM and PM peak hour.
Of the existing traffic volumes using the Eastern Parade west approach:
– 20% is assumed to distribute to Ocean Steamers Road south.
– 10% is assumed to distribute to Morialta Road west.
– 70% is assumed to distribute to Ocean Steamers Road north.
A summary of existing peak hour traffic volumes is shown in Figure 5.1 and Figure 5.2.
Figure 5.1:
12
Existing Peak Hour Traffic Volumes – Eastern Parade / Grand Trunkway / Perkins Drive
357131/SAN/ADL/03/C 20 May 2016
Figure 5.2:
Existing Peak Hour Traffic Volumes – Eastern Parade / Ocean Steamers Road / Morialta Road
As shown in Figure 5.2, peak hour traffic volume at the Eastern Parade / Ocean Steamers Road / Morialta
Road intersection is low and no capacity analysis is required. No existing conditions SIDRA analysis has
been undertaken at this intersection on this basis.
5.1.1
Preliminary Existing Conditions SIDRA Analysis
Results of the preliminary existing conditions SIDRA analysis for the Eastern Parade / Grand Trunkway /
Perkins Drive intersection in the AM and PM peak hour are provided in table 5.1.
Refer to Appendix D for detailed SIDRA lane summaries.
Table 5.1:
SIDRA Results
AM Peak Hour
13
PM peak Hour
DoS
LoS
Avg. Delay
(sec)
Max. 95%
Queue
Dist. (m)
DoS
LoS
Avg. Delay
(sec)
Max. 95%
Queue Dist.
(m)
0.607
D
48
91 (RT from
East)
0.551
D
52.7
86.3 (LT from
north)
357131/SAN/ADL/03/C 20 May 2016
5.2
Future Traffic
Additional traffic volumes generated on the external road network have been calculated based on the IPL
Design Specification. This considers IPL’s knowledge of similar sites and how these types of facilities
operate. This includes IPL’s benchmark facility located in Oyster Cove, Geelong as per the Design
Specification. Future additional volumes on the external road network are shown in Table 5.2 (daily) and
Table 5.3 (AM and PM peak hour).
Table 5.2:
Future Traffic Volumes (Daily)
Daily
Vehicle Type
Inbound
Outbound
Trucks (B-Double or A-Double)
70
70
Light Vehicles (staff)
17
17
Light Vehicles (visitors)
20
20
Total
107 (65% HV Vol)
107 (65% HV Vol)
Daily future traffic assumptions:
Daily truck volume assumes that all inbound trucks leave the site on the same day.
Daily light vehicle volume for staff assumes 100% of 11 staff enter and exit the site and a turnover
factor of 1.5 to allow for some lunchtime movements.
Daily light vehicle movements for visitor assumes a 2.2 turnover factor of the 9 spaces.
Table 5.3:
Future Traffic Volumes (Daily)
AM Peak Hour
PM Peak Hour
Vehicle
Type
Total
Vol
Inbound
%
Inbound
Vol
Outboun
d%
Outbound
Vol
Total
Vol
Inbound
%
Inbound
Vol
Outbound
%
Outbound
Vol
Trucks
(BDouble
or ADouble)
10
50%
5
50%
5
10
50%
5
50%
5
Light
Vehicles
(staff)
11
100%
11
0%
0
11
0%
0
100%
11
Light
Vehicles
(visitors)
5
80%
4
20%
1
5
20%
1
80%
4
Total
26
-
20
-
6
26
-
6
-
20
HV %
38%
-
25%
-
83%
38%
-
83%
-
25%
AM and PM peak hour future traffic assumptions:
AM / PM peak hour volumes for trucks are assumed to be 14.3% of daily movements.
100% of 11 staff assumed to enter the site in AM peak and then exit the site in PM peak.
25% of daily visitor movements access the site in the AM and PM peak hour respectively.
14
357131/SAN/ADL/03/C 20 May 2016
The forecast increase in traffic volumes is a worst-case scenario and is considered minor for both daily and
peak hour volumes.
A high percentage of these additional volumes are forecast to access the site to / from Port River
Expressway which is expected to cater for the minor increase in traffic volumes.
Based on the existing operating conditions of the Eastern Parade / Perkins Drive / Grand Trunkway
intersection it is not anticipated that there will be any significant impact to the operation of the external road
network due to the proposed development.
5.2.1
Preliminary Future Conditions SIDRA Analysis
Results of the preliminary future conditions SIDRA analysis for the Eastern Parade / Grand Trunkway /
Perkins Drive intersection in the AM and PM peak hour are provided in table 5.4.
Refer to Appendix D for detailed SIDRA lane summaries.
Table 5.4:
SIDRA Results
AM Peak Hour
PM Peak Hour
DoS
LoS
Avg. Delay
(sec)
Max. 95%
Queue
Dist. (m)
DoS
LoS
Avg. Delay
(sec)
Max. 95%
Queue Dist.
(m)
0.607
D
47.9
91 (RT from
East)
0.551
D
53
86.3 (LT from
north)
SIDRA Intersection analysis undertaken for the estimated future condition shows that there is no significant
impact to the traffic performances and intersection would continue to perform satisfactorily.
Both the Eastern Parade / Grand Trunkway / Perkins Drive and Eastern Parade / Ocean Steamers Road /
Morialta Road intersections provide access to the development.
It is expected that additional traffic volumes generated by the development would disperse to other routes
on the road network. No additional traffic modelling at downstream intersections has been undertaken on
the basis that these volumes in peak hours are low.
15
357131/SAN/ADL/03/C 20 May 2016
6
Summary
The key findings for this traffic impact statement are as follows:
The proposed development has been designed based on IPL’s bench mark facility in Oyster Cove,
Geelong and future car parking requirements and traffic volumes considers operation of this similar
development.
The design appropriately segregates light vehicle and heavy vehicle access to site to minimise
conflicts.
A-Doubles are the largest vehicle anticipated to access the site. It is understood that inbound heavy
vehicles will predominantly be via B-Doubles or rigid trucks. The design of the site caters for the
movements of these vehicles on site as per the turn paths.
The traffic assessment considers a ‘worst case scenario’, and is a conservative assessment of traffic
associated with the site for daily, AM and PM peak hour volumes.
Traffic generated by the proposed development is low. 214 movements are generated daily, with 107
inbound and 107 outbound. 26 movements are generated in the respective AM and PM peak hours. Of
this, 20 are inbound and 6 are outbound in the AM peak hour, and 6 are inbound and 20 are outbound
in the PM peak hour.
The impact of the proposed development on the operational performance of the existing external road
network is anticipated to be minor as demonstrated in the preliminary SIDRA analysis.
As such, the proposal is supported from a traffic engineering and vehicle movement perspective.
16
357131/SAN/ADL/03/C 20 May 2016
Appendices
Appendix A.
Appendix B.
Appendix C.
Appendix D.
17
Site Concept Drawings (Civil Design) ___________________________________________________ 18
Site Heavy Vehicle Movements _______________________________________________________ 19
A-Double Turn Paths _______________________________________________________________ 20
SIDRA Intersection Analysis Summaries ________________________________________________ 21
357131/SAN/ADL/03/C 20 May 2016
Appendix A. Site Concept Drawings (Civil
Design)
18
357131/SAN/ADL/03/C 20 May 2016
BOUNDARY LINE
DRAINAGE
SWALE AND
LEVEE BANK
FK
DRAINAGE
SWALE AND
LEVEE BANK
EASEMENT LINE
KO
K&G
3.3
KO
3.4
K&G
KO
K&G
KO
FK
K&G
KO
FK
KO
K&G
K&G
FK
KO
KO
K&G
3.3
3.4
FK
K&G
FK
K&G
KO
K&G
3.375
K&G
FK
FK
FK
KO
FRONT
DRAINAGE
SWALE
BOUNDARY LINE
FK
K&G
BOUNDARY LINE
3.375
K&G
PROPOSED
INCITEC PIVOT
FACILITY
WASHBAY
AREA
ROAD
KO
FK
KO
K&G
DOCK
K&G
FK
K&G
K&G
G
K&
3.375
K&G
K&G
WEIGHBRIDGE
K&G
FK
FK
FK
FK
FK
KO
K&G
FK
FK
FK
K&G
K&G
FK
FIRST FLUSH
DIVERSION SWALE
K&G
3.375
FK
K&G
FK
K&G
TRUCK DRIVER
AMENITIES
FK
K&G
K&G
EXTERNAL
AREA
KO
KO
KO
KO
KO
KO
KO
KO
KO
KO
K&G
FK
BOUNDARY LINE
Flinders Ports.
box culverts.
be achieved.
A
DR-0007
HW3
SEP
3.3
K&G
K&G
GIP
3.4
KO
3.3
K&G
KO
KO
KO
K&G
3.4
GIP
K&G
KO
K&G
KO
IL 1.1m AHD.
K&G
ont
iz
Hor
6m
Key Plan
K&G
Flush Kerb.
Legend
RL. 8.248
FK
KO
FK
KO
K&G
B
FK
Dirt Track
K&G
GIP
Design level
Batters
KO
3.375
K&G
FK
DR-0007
FFL: 3.450
D
GIP
FK
DR-0007
GIP
JP
SEP
road.
K&G
K&G
G
K&
K&G
FK
GIP
Junction pit
Side entry pit
Downpipe
6m
FFL: 3.400
3.375
C
K&G
FFL: 3.450
K&G
DR-0007
FK
K&G
K&G
FK
KO
FK
KO
FK
KO
FK
KO
FK
KO
FK
FK
KO
K&G
KO
KO
Flush Kerb.
K&G
IL 1.1m AHD.
K&G
FK
KO
FK
DOCK ROAD
K&G
K&G
GIP
K&G
KO
KO
FK
DR-0007
FK
3.375
SEP
K&G
FK
E
GIP
IL 1.1m AHD.
K&G
6m
A9
MG
Flush Kerb (TYP.)
GIP
Rainwater tank.
m:
atu
al D
KO
FK
FK
K&G
ON
4Z
SC
FK
be discharged into
vegetated swale
3.375
4
E5
T
ST
K&G
ES
TR
ME
D
EN
T
IGH
RA
ST
LEG
ALE
KO
KO
K&G
FK
SEP
SEP
FK
HW3
6m
FK
road.
road.
0
Mezzanine Floor
Adelaide, 5000
Australia
T +61 (0)8 7325 7325
50m
1:500
Notes
25m
Client
P10
20/05/2016
JAF
JN
P9
17/05/2016
MN
CD
P8
14/04/2016
NW
JN
P7
23/03/2016
NW
JN
P6
17/03/2015
JC
JN
P5
24/11/2015
JC
JN
Rev
Date
Drawn
Description
Title
JN
Ch'k'd App'd
IPL Dockside
Civil
Designed
S Cheung
Eng.check.
-
Drawn
M Nelson
Coordination
-
Dwg.check.
-
Approved
-
Scale at A0
1:500
Status
PRE
Rev
Security
P10
Drawing Number
MMD-352621-C-DR-0003
STD
FK
K&G
KO
K&G
3.3
KO
3.4
K&G
KO
K&G
KO
K&G
K&G
FK
KO
KO
FK
3.4
FK
K&G
3.3
KO
FK
K&G
KO
FK
K&G
KO
K&G
3.375
K&G
FK
FK
FK
KO
3.375
K&G
KO
FK
KO
K&G
FK
K&G
K&G
FK
K&G
K&G
G
K&
3.375
K&G
K&G
K&G
K&G
FK
K&G
FK
K&G
3.375
KO
K&G
FK
FK
FK
K&G
K&G
KO
FK
KO
FK
KO
FK
KO
FK
KO
FK
KO
FK
KO
K&G
KO
KO
K&G
K&G
FK
KO
FK
Note: All Pits, Pipes & Head
Walls to be Marine Grade with
Sulphate Resistance Cement.
H
DR-0008
G
F
G
DR-0008
DR-0008
DR-0008
Rocla Plastream or Similar Approved (Alternative)
HW1
Boundary
Boundary
JP
Boundary
Elbow
Boundary
F
DR-0008
JP1
HW3
I
DR-0008
HW2
box culvert.
K&G
3.375
K&G
Key Plan
Dirt Track
Legend
Design level
3.375
Batters
Dirt Track
Junction pit
Side entry pit
Downpipe
GIP
JP
K&G
SEP
3.375
K&G
K&G
3.375
K&G
Port Adelaide River
K&G
RL. 8.248
KO
0
Mezzanine Floor
Adelaide, 5000
Australia
T +61 (0)8 7325 7325
50m
1:500
Notes
25m
Client
Title
P5
17/05/2016
JAF
JN
P4
17/05/2016
MN
CD
P3
14/04/2016
NW
JN
P2
23/03/2016
NW
JN
P1
17/03/2016
NW
JN
Rev
Date
Drawn
Description
IPL Dockside
JN
Ch'k'd App'd
Civil
Designed
S Cheung
Eng.check.
-
Drawn
N Williams
Coordination
-
Dwg.check.
-
Approved
-
Scale at A0
1:500
Status
PRE
Rev
Security
P5
Drawing Number
MMD-352621-C-DR-0004
STD
Appendix B. Site Heavy Vehicle
Movements
19
357131/SAN/ADL/03/C 20 May 2016
BOUNDARY LINE
DRAINAGE
SWALE AND
LEVEE BANK
FK
DRAINAGE
SWALE AND
LEVEE BANK
EASEMENT LINE
KO
K&G
3.3
KO
3.4
K&G
KO
K&G
KO
FK
K&G
KO
FK
KO
K&G
K&G
FK
KO
KO
K&G
3.3
3.4
FK
K&G
FK
K&G
KO
K&G
3.375
K&G
FK
FK
FK
KO
FRONT
DRAINAGE
SWALE
BOUNDARY LINE
FK
K&G
BOUNDARY LINE
3.375
K&G
PROPOSED
INCITEC PIVOT
FACILITY
WASHBAY
AREA
ROAD
KO
FK
KO
K&G
DOCK
K&G
FK
K&G
K&G
G
K&
3.375
K&G
K&G
WEIGHBRIDGE
K&G
FK
FK
FK
FK
FK
KO
K&G
FK
FK
FK
K&G
K&G
FK
FIRST FLUSH
DIVERSION SWALE
K&G
3.375
FK
K&G
FK
K&G
TRUCK DRIVER
AMENITIES
FK
K&G
K&G
EXTERNAL
AREA
KO
KO
KO
KO
KO
KO
KO
KO
KO
KO
K&G
BOUNDARY LINE
Flinders Ports.
box culverts.
FK
Vehicle movements in and
out of site from Flinders Ports
be achieved.
A
DR-0007
HW3
SEP
3.3
K&G
K&G
GIP
3.4
KO
3.3
K&G
KO
KO
KO
K&G
3.4
GIP
K&G
KO
K&G
KO
IL 1.1m AHD.
K&G
ont
iz
Hor
6m
Key Plan
K&G
Flush Kerb.
Legend
RL. 8.248
FK
KO
FK
KO
K&G
B
FK
Dirt Track
K&G
GIP
Design level
Batters
KO
3.375
K&G
FK
DR-0007
FFL: 3.450
D
GIP
FK
DR-0007
GIP
JP
SEP
road.
K&G
K&G
G
K&
K&G
FK
GIP
Junction pit
Side entry pit
Downpipe
6m
FFL: 3.400
3.375
C
K&G
FFL: 3.450
K&G
DR-0007
FK
K&G
K&G
FK
KO
FK
KO
FK
KO
FK
KO
FK
KO
FK
FK
KO
K&G
KO
KO
Flush Kerb.
K&G
IL 1.1m AHD.
K&G
FK
KO
FK
DOCK ROAD
K&G
K&G
GIP
K&G
KO
KO
FK
DR-0007
FK
3.375
SEP
K&G
FK
E
GIP
IL 1.1m AHD.
K&G
6m
A9
MG
Flush Kerb (TYP.)
GIP
Rainwater tank.
m:
atu
al D
KO
FK
FK
K&G
ON
4Z
SC
FK
be discharged into
vegetated swale
3.375
4
E5
T
ST
K&G
ES
TR
ME
D
EN
T
IGH
RA
ST
LEG
ALE
KO
KO
K&G
FK
SEP
SEP
FK
HW3
6m
FK
road.
road.
Vehicle
movements in and
out of site from
Dock Road
0
Mezzanine Floor
Adelaide, 5000
Australia
T +61 (0)8 7325 7325
50m
1:500
Notes
25m
Client
P10
20/05/2016
JAF
JN
P9
17/05/2016
MN
CD
P8
14/04/2016
NW
JN
P7
23/03/2016
NW
JN
P6
17/03/2015
JC
JN
P5
24/11/2015
JC
JN
Rev
Date
Drawn
Description
Title
JN
Ch'k'd App'd
IPL Dockside
Civil
Designed
S Cheung
Eng.check.
-
Drawn
M Nelson
Coordination
-
Dwg.check.
-
Approved
-
Scale at A0
1:500
Status
PRE
Rev
Security
P10
Drawing Number
MMD-352621-C-DR-0003
STD
Appendix C. A-Double Turn Paths
20
357131/SAN/ADL/03/C 20 May 2016
Further investigation required to define width in this
location for A-Double access. Design and works to
be as agreed between IPL & Flinders Ports
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X
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GIP
K&G
K&G
K&G
/
K&G
X
K&G
/
KO
KO
/
3.4
/
X
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X
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X
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X
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X
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X
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X
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GIP
/
/
KO
/
K&G
X
/
/
X
/
/
/
X
/
3.375
FK
X
/
/
/
X
/
KO
/
/
KO
FK
KO
FK
/
KO
FK
/
3.4
KO
FK
/
/
X
AUSTROADS 2006 (AU)
AUSTROADS 2006 (AU)
KO
X
/
/
X
A-DOUBLE
A-DOUBLE
X
/
GIP
3.3
K&G
K&G
X
/
3.3
K&G
/
/
K&G
X
/
SEP
SEP
SEP
X
/
/
/
X
/
K&G
X
/
/
X
/
X
X
/
/
/
/
X
FK
FK
/
X
FK
/
FK
/
/
X
/
/
X
/
/
/
KO
X
/
K&G
/
X
/
X
/
X
/
KO
/
/
X
/
/
X
/
/
/
X
/
X
/
X
/
X
/
/
X
/
/
X
/
/
FFL: 3.450
/
/
X
/
X
/
/
KO
/
3.375
/
K&G
/
/
X
/
X
/
/
K&G
GIP
X
/
/
/
X
/
FK
/
X
/
X
X
/
/
/
/
/
X
/
K
X
/
X
/
/
/
GIP
&G
X
/
/
X
/
X
/
/
X
/
/
X
/
/
X
/
X
/
/
/
X
/
K&G
/
K&G
/
/
X
/
X
/
/
/
FFL: 3.400
/
X
/
/
X
/
/
X
/
FK
/
X
/
/
/
A-DOUBLE
X
/
A-DOUBLE
AUSTROADS 2006 (AU)
X
/
GIP
AUSTROADS 2006 (AU)
/
X
/
X
/
/
X
/
K&G
/
/
X
X
/
/
/
3.375
X
/
/
X
/
/
/
X
/
X
/
/
AUSTROADS 2006 (AU)
X
/
A-DOUBLE
A-DOUBLE
/
/
X
/
K&G
/
/
X
/
FFL: 3.450
K&G
/
X
/
/
K&G
/
/
X
/
/
X
AUSTROADS 2006 (AU)
/
X
/
X
/
X
/
/
/
K&G
/
/
K&G
FK
X
FK
K&G
/
X
/
X
/
X
/
/
X
/
X
/
/
K&G
/
X
/
GIP
FK
/
X
/
X
/
FK
/
3.375
/
FK
/
KO
/
DR-0011
X
/
SEP
X
/
/
E
GIP
X
/
/
/
FK
FK
FK
FK
K&G
X
K&G
X
FK
/
X
/
FK
Turn Paths on Dock Road to be reviewed at future
road design stages
/
/
X
/
/
X
/
/
AUSTROADS 2006 (AU)
X
/
A-DOUBLE
/
/
FK
/
/
K&G
X
/
/
K&G
X
/
/
A-DOUBLE
X
/
/
AUSTROADS 2006 (AU)
/
X
/
KO
KO
KO
KO
/
K&G
X
KO
X
KO
/
KO
/
KO
/
/
KO
X
/
KO
X
/
/
X
/
/
X
/
/
X
/
/
X
/
/
X
/
/
X
/
/
DOCK ROAD
X
/
/
X
/
/
X
/
/
X
/
/
X
/
/
X
/
/
/
/
X
/
/
X
/
/
X
/
/
/
X
/
/
X
/
/
X
/
/
X
/
/
X
/
X
/
/
/
X
/
/
X
/
/
X
/
X
/
/
X
/
/
X
/
/
X
/
/
X
/
/
A-DOUBLE
X
/
/
X
/
/
AUSTROADS 2006 (AU)
X
X
/
/
FK
/
/
X
/
/
X
/
/
X
/
/
X
/
/
A-DOUBLE
X
/
/
X
/
/
X
/
/
/
X
/
/
X
/
AUSTROADS 2006 (AU)
/
/
X
/
/
/
X
/
/
X
/
X
/
/
/
X
/
/
X
/
Sketch layout is based on Civil Site General Arrangement Drawing - Refer to MMD-352621-C-DR-0010
Design Vehicle A-Double (5km/h design speed)
0
Mezzanine Floor
Adelaide, 5000
Australia
T +61 (0)8 7325 7325
50m
1:500
Notes
25m
Client
Title
P4
20/05/2016
JAF
Revised Concept Design
RS
JSN
P3
17/05/2016
MN
RS
JN
P2
24/11/2015
DH
RS
JN
P1
13/07/2015
DH
Concept Design
Rev
Date
Drawn
Description
JN
Ch'k'd App'd
IPL Dockside
Traffic
A-Double Turn Paths
Designed
N/A
Eng.check.
-
Drawn
D.Hillier
Coordination
-
Dwg.check.
R.Srithar
Approved
J.Nayler
Scale at A0
1:500
Status
PRE
Rev
Security
P4
Drawing Number
MMD-352621-T-SK-0001
STD
Appendix D. SIDRA Intersection Analysis
Summaries
21
357131/SAN/ADL/03/C 20 May 2016
SITE LAYOUT
Site: AM_Existing_Eastern Parade/ Grand Trunkway
New Site
Signals - Fixed Time Isolated
SIDRA INTERSECTION 6.1 | Copyright © 2000-2015 Akcelik and Associates Pty Ltd | sidrasolutions.com
Organisation: MOTT MACDONALD (ADELAIDE) | Created: 16 May 2016 16:22:39
Project: \\mottmac\project\Adelaide\SAN\Projects\352621\04 Working\02 Documents\Traffic\Eastern Pde_Grand Trunkway.sip6
MOVEMENT SUMMARY
New Site
Cycle Time = 130 seconds (User-Given Cycle Time)
Movement Performance - Vehicles
Mov
ID
OD
Mov
Demand Flows
Total
HV
veh/h
%
South: Perkins Drive (S)
Deg.
Satn
v/c
Average
Delay
sec
Level of
Service
95% Back of Queue
Vehicles
Distance
veh
m
Prop.
Queued
Effective
Stop Rate
per veh
Average
Speed
km/h
52.9
1
L2
106
18.8
0.079
6.7
LOS A
0.7
5.3
0.17
0.59
2
T1
153
6.9
0.532
55.6
LOS E
9.1
67.4
0.97
0.79
31.5
3
R2
13
41.7
0.082
63.7
LOS E
0.7
7.0
0.93
0.69
28.4
272
13.2
0.532
36.8
LOS D
9.1
67.4
0.65
0.70
37.2
1
100.0
0.009
56.0
LOS E
0.1
1.6
0.90
0.56
31.3
1
100.0
0.009
56.0
LOS E
0.1
1.6
0.90
0.56
31.3
20
26.3
0.231
54.2
LOS D
3.7
34.5
0.89
0.71
32.0
Approach
SouthEast: Train (SE)
22
T1
Approach
East: Eastern Parade (E)
4
L2
5
T1
47
46.7
0.231
48.4
LOS D
3.7
34.5
0.89
0.71
32.9
6
R2
198
13.3
0.607
58.2
LOS E
11.7
91.0
0.97
0.82
30.2
265
20.2
0.607
56.2
LOS E
11.7
91.0
0.95
0.79
30.8
Approach
North: Grand Trunkway (N)
7
L2
18
64.7
0.092
58.1
LOS E
1.0
10.8
0.89
0.70
30.0
8
T1
26
76.0
0.131
52.3
LOS D
1.5
17.0
0.90
0.66
32.4
9
R2
1
0.0
0.005
60.9
LOS E
0.1
0.4
0.91
0.60
29.5
45
69.8
0.131
54.8
LOS D
1.5
17.0
0.89
0.68
31.3
1
100.0
0.009
56.0
LOS E
0.1
1.6
0.90
0.56
31.3
1
100.0
0.009
56.0
LOS E
0.1
1.6
0.90
0.56
31.3
30.6
Approach
NorthWest: Train (NW)
28
T1
Approach
West: Eastern Parade (W)
10
L2
1
0.0
0.152
62.0
LOS E
1.5
16.3
0.93
0.68
11
T1
35
66.7
0.152
56.4
LOS E
1.6
15.2
0.93
0.69
30.8
12
R2
18
23.5
0.152
62.1
LOS E
1.6
15.2
0.93
0.71
29.5
54
51.0
0.152
58.4
LOS E
1.6
16.3
0.93
0.70
30.3
638
23.6
0.607
48.0
LOS D
11.7
91.0
0.82
0.74
33.2
Approach
All Vehicles
Level of Service (LOS) Method: Delay (HCM 2000).
Vehicle movement LOS values are based on average delay per movement
Intersection and Approach LOS values are based on average delay for all vehicle movements.
SIDRA Standard Delay Model is used. Control Delay includes Geometric Delay.
Gap-Acceptance Capacity: SIDRA Standard (Akçelik M3D).
HV (%) values are calculated for All Movement Classes of All Heavy Vehicle Model Designation.
Movement Performance - Pedestrians
Mov
ID
Description
P2
East Full Crossing
53
59.3
LOS E
0.2
0.2
0.96
0.96
P3
North Full Crossing
53
56.4
LOS E
0.2
0.2
0.93
0.93
P4
West Full Crossing
53
59.3
LOS E
0.2
0.2
0.96
0.96
158
58.3
LOS E
0.95
0.95
All Pedestrians
Demand
Flow
ped/h
Average
Delay
sec
Level of Average Back of Queue
Service Pedestrian
Distance
ped
m
Level of Service (LOS) Method: SIDRA Pedestrian LOS Method (Based on Average Delay)
Pedestrian movement LOS values are based on average delay per pedestrian movement.
Intersection LOS value for Pedestrians is based on average delay for all pedestrian movements.
Prop.
Queued
Effective
Stop Rate
per ped
PHASING SUMMARY
New Site
Phase times determined by the program
Sequence: Leading Right Turn - Copy
Movement Class: All Movement Classes
Input Sequence: A, B, C, D, E
Output Sequence: A, B, C, D, E
Phase Timing Results
Phase
Reference Phase
Phase Change Time (sec)
Green Time (sec)
Yellow Time (sec)
All-Red Time (sec)
Phase Time (sec)
Phase Split
A
No
108
14
4
3
21
16 %
B
Yes
0
20
4
4
28
22 %
C
No
27
16
4
5
25
19 %
D
No
51
25
4
4
33
25 %
E
No
85
15
4
4
23
18 %
Normal Movement
Permitted/Opposed
Slip/Bypass-Lane Movement
Opposed Slip/Bypass-Lane
Stopped Movement
Turn On Red
Other Movement Class Running
Other Movement Class Stopped
Mixed Running & Stopped Movement Classes
Undetected Movement
Phase Transition Applied
Organisation: MOTT MACDONALD (ADELAIDE) | Processed: 16 May 2016 16:56:57
MOVEMENT SUMMARY
Site: PM_Existing_Eastern Parade/ Grand Trunkway
New Site
Mov
ID
OD
Mov
Demand Flows
Total
HV
veh/h
%
Deg.
Satn
v/c
Average
Delay
sec
Level of
Service
95% Back of Queue
Vehicles
Distance
veh
m
Prop.
Queued
Effective
Stop Rate
per veh
Average
Speed
km/h
1
L2
42
45.0
0.035
6.7
LOS A
0.2
2.0
0.14
0.57
52.1
2
T1
19
33.3
0.057
44.3
LOS D
1.0
8.7
0.83
0.60
34.8
3
R2
19
55.6
0.132
64.7
LOS E
1.1
11.6
0.94
0.71
28.1
80
44.7
0.132
29.4
LOS C
1.1
11.6
0.49
0.61
39.5
1
100.0
0.009
56.0
LOS E
0.1
1.6
0.90
0.56
31.3
1
100.0
0.009
56.0
LOS E
0.1
1.6
0.90
0.56
31.3
26
48.0
0.207
61.0
LOS E
2.3
23.2
0.92
0.73
29.5
Approach
22
T1
Approach
4
L2
5
T1
21
55.0
0.207
54.9
LOS D
2.4
22.7
0.92
0.73
30.5
6
R2
35
36.4
0.207
60.8
LOS E
2.4
22.7
0.92
0.73
29.5
82
44.9
0.207
59.3
LOS E
2.4
23.2
0.92
0.73
29.8
Approach
7
L2
202
7.3
0.551
55.8
LOS E
11.6
86.3
0.95
0.82
31.1
8
T1
146
2.2
0.367
47.8
LOS D
8.0
57.0
0.90
0.74
33.7
9
R2
1
0.0
0.005
60.9
LOS E
0.1
0.4
0.91
0.60
29.5
349
5.1
0.551
52.5
LOS D
11.6
86.3
0.93
0.78
32.2
1
100.0
0.009
56.0
LOS E
0.1
1.6
0.90
0.56
31.3
1
100.0
0.009
56.0
LOS E
0.1
1.6
0.90
0.56
31.3
29.3
Approach
28
T1
Approach
10
L2
3
66.7
0.409
64.8
LOS E
4.8
43.9
0.97
0.76
11
T1
86
34.1
0.409
58.5
LOS E
5.0
40.8
0.97
0.76
30.5
12
R2
74
15.7
0.409
64.1
LOS E
5.0
40.8
0.97
0.77
28.9
Approach
163
26.5
0.409
61.2
LOS E
5.0
43.9
0.97
0.77
29.7
All Vehicles
677
20.1
0.551
52.7
LOS D
11.6
86.3
0.89
0.75
31.9
Mov
ID
Description
P2
East Full Crossing
53
52.8
LOS E
0.2
0.2
0.90
0.90
P3
North Full Crossing
53
59.3
LOS E
0.2
0.2
0.96
0.96
P4
West Full Crossing
53
56.4
LOS E
0.2
0.2
0.93
0.93
158
56.2
LOS E
0.93
0.93
All Pedestrians
Demand
Flow
ped/h
Average
Delay
sec
Service Pedestrian
Distance
ped
m
Prop.
Queued
Effective
Stop Rate
per ped
PHASING SUMMARY
Site: PM_Existing_Eastern Parade/ Grand Trunkway
New Site
Phase times determined by the program
Sequence: Leading Right Turn - Copy
Movement Class: All Movement Classes
Input Sequence: A, B, C, D, E
Output Sequence: A, B, C, D, E
Phase Timing Results
Phase
Reference Phase
Phase Change Time (sec)
Green Time (sec)
Yellow Time (sec)
All-Red Time (sec)
Phase Time (sec)
Phase Split
A
No
108
14
4
3
21
16 %
B
Yes
0
27
4
4
35
27 %
C
No
34
16
4
5
25
19 %
D
No
58
18
4
4
26
20 %
E
No
85
15
4
4
23
18 %
Normal Movement
Permitted/Opposed
Slip/Bypass-Lane Movement
Opposed Slip/Bypass-Lane
Stopped Movement
Turn On Red
Other Movement Class Running
Other Movement Class Stopped
Mixed Running & Stopped Movement Classes
Undetected Movement
Phase Transition Applied
Organisation: MOTT MACDONALD (ADELAIDE) | Processed: 16 May 2016 16:25:29
MOVEMENT SUMMARY
Site: AM_Future_Eastern Parade/ Grand Trunkway
New Site
Mov
ID
OD
Mov
Demand Flows
Total
HV
veh/h
%
Deg.
Satn
v/c
Average
Delay
sec
Level of
Service
95% Back of Queue
Vehicles
Distance
veh
m
Prop.
Queued
Effective
Stop Rate
per veh
Average
Speed
km/h
52.7
1
L2
114
17.6
0.085
6.9
LOS A
0.8
6.6
0.18
0.59
2
T1
153
6.9
0.532
55.6
LOS E
9.1
67.4
0.97
0.79
31.5
3
R2
13
41.7
0.082
63.7
LOS E
0.7
7.0
0.93
0.69
28.4
279
12.8
0.532
36.1
LOS D
9.1
67.4
0.65
0.70
37.4
1
100.0
0.009
56.0
LOS E
0.1
1.6
0.90
0.56
31.3
1
100.0
0.009
56.0
LOS E
0.1
1.6
0.90
0.56
31.3
20
26.3
0.302
55.1
LOS E
4.8
46.3
0.90
0.73
31.8
Approach
22
T1
Approach
4
L2
5
T1
66
50.8
0.302
49.2
LOS D
4.8
46.3
0.90
0.73
32.7
6
R2
198
13.3
0.607
58.2
LOS E
11.7
91.0
0.97
0.82
30.2
284
23.0
0.607
55.9
LOS E
11.7
91.0
0.95
0.79
30.9
Approach
7
L2
18
64.7
0.092
58.1
LOS E
1.0
10.8
0.89
0.70
30.0
8
T1
26
76.0
0.131
52.3
LOS D
1.5
17.0
0.90
0.66
32.4
9
R2
1
0.0
0.005
60.9
LOS E
0.1
0.4
0.91
0.60
29.5
45
69.8
0.131
54.8
LOS D
1.5
17.0
0.89
0.68
31.3
1
100.0
0.009
56.0
LOS E
0.1
1.6
0.90
0.56
31.3
1
100.0
0.009
56.0
LOS E
0.1
1.6
0.90
0.56
31.3
30.6
Approach
28
T1
Approach
10
L2
1
0.0
0.181
62.3
LOS E
1.8
19.5
0.93
0.69
11
T1
43
65.9
0.181
56.7
LOS E
2.0
18.3
0.93
0.70
30.7
12
R2
20
21.1
0.181
62.3
LOS E
2.0
18.3
0.93
0.72
29.5
64
50.8
0.181
58.5
LOS E
2.0
19.5
0.93
0.71
30.3
675
24.8
0.607
47.9
LOS D
11.7
91.0
0.82
0.74
33.3
Approach
All Vehicles
Mov
ID
Description
P2
East Full Crossing
53
59.3
LOS E
0.2
0.2
0.96
0.96
P3
North Full Crossing
53
56.4
LOS E
0.2
0.2
0.93
0.93
P4
West Full Crossing
53
59.3
LOS E
0.2
0.2
0.96
0.96
158
58.3
LOS E
0.95
0.95
All Pedestrians
Demand
Flow
ped/h
Average
Delay
sec
Service Pedestrian
Distance
ped
m
Prop.
Queued
Effective
Stop Rate
per ped
MOVEMENT SUMMARY
Site: PM_Future_Eastern Parade/ Grand Trunkway
New Site
Mov
ID
OD
Mov
Demand Flows
Total
HV
veh/h
%
Deg.
Satn
v/c
Average
Delay
sec
Level of
Service
95% Back of Queue
Vehicles
Distance
veh
m
Prop.
Queued
Effective
Stop Rate
per veh
Average
Speed
km/h
1
L2
44
42.9
0.036
6.7
LOS A
0.2
2.1
0.14
0.57
52.1
2
T1
19
33.3
0.057
44.3
LOS D
1.0
8.7
0.83
0.60
34.8
3
R2
19
55.6
0.132
64.7
LOS E
1.1
11.6
0.94
0.71
28.1
82
43.6
0.132
28.8
LOS C
1.1
11.6
0.48
0.61
39.8
1
100.0
0.009
56.0
LOS E
0.1
1.6
0.90
0.56
31.3
1
100.0
0.009
56.0
LOS E
0.1
1.6
0.90
0.56
31.3
26
48.0
0.229
61.3
LOS E
2.6
26.0
0.93
0.73
29.5
Approach
22
T1
Approach
4
L2
5
T1
29
57.1
0.229
55.1
LOS E
2.7
25.4
0.93
0.73
30.5
6
R2
35
36.4
0.229
61.0
LOS E
2.7
25.4
0.93
0.74
29.6
91
46.5
0.229
59.2
LOS E
2.7
26.0
0.93
0.73
29.9
Approach
7
L2
202
7.3
0.551
55.8
LOS E
11.6
86.3
0.95
0.82
31.1
8
T1
146
2.2
0.367
47.8
LOS D
8.0
57.0
0.90
0.74
33.7
9
R2
1
0.0
0.005
60.9
LOS E
0.1
0.4
0.91
0.60
29.5
349
5.1
0.551
52.5
LOS D
11.6
86.3
0.93
0.78
32.2
1
100.0
0.009
56.0
LOS E
0.1
1.6
0.90
0.56
31.3
1
100.0
0.009
56.0
LOS E
0.1
1.6
0.90
0.56
31.3
29.2
Approach
28
T1
Approach
10
L2
3
66.7
0.478
65.5
LOS E
5.6
52.3
0.98
0.77
11
T1
104
39.4
0.478
59.2
LOS E
6.0
48.4
0.98
0.77
30.3
12
R2
81
14.3
0.478
64.7
LOS E
6.0
48.4
0.98
0.78
28.8
Approach
188
29.1
0.478
61.7
LOS E
6.0
52.3
0.98
0.78
29.6
All Vehicles
713
21.4
0.551
53.0
LOS D
11.6
86.3
0.89
0.75
31.8
Mov
ID
Description
P2
East Full Crossing
53
52.8
LOS E
0.2
0.2
0.90
0.90
P3
North Full Crossing
53
59.3
LOS E
0.2
0.2
0.96
0.96
P4
West Full Crossing
53
56.4
LOS E
0.2
0.2
0.93
0.93
158
56.2
LOS E
0.93
0.93
All Pedestrians
Demand
Flow
ped/h
Average
Delay
sec
Service Pedestrian
Distance
ped
m
Prop.
Queued
Effective
Stop Rate
per ped
APPENDIX F
BASELINE ENVIRONMENTAL ASSESSMENT PREPARED BY COFFEY
Commercial and General
Baseline Environmental Site Assessment
Proposed Incitec Pivot Facility
Port Adelaide River Industrial Precinct
26 May 2016
This page has been left intentionally blank
Prepared for
Prepared by
Coffey Environments Australia Pty Ltd
Coffey World Park 33-39 Richmond Rd
Keswick SA 5035 Australia
t: +61 8 8375 4523
f: +61 8 8375 4499
ABN: 65 140 765 902
Project Director
Tony Briggs
Operations Manager, Adelaide
Project Manager
Felicia Mellors
Senior Environmental Scientist
26 May 2016
ENAUKESW01447AA-R01
Quality information
Revision history
Revision
Description
Date
Author
Reviewer
0
ENAUKESW01447AA-R01
26/05/2016
Felicia Mellors
Tony Briggs
Distribution
Report Status
No. of copies
Format
Distributed to
Date
Version 1
1
PDF
26/05/2016
ABN: 65 140 765 902
i
Executive summary
Current site
status
The site is to be constructed as a fertiliser storage facility for Incitec Pivot. The development is
being undertaken by Commercial and General and is expected to be completed late 2017.
The proposed development will consist of a large storage warehouse, concreted surface to the west
for ingress/egress and swale for runoff collection on the southern, eastern and northern boundaries
with a gross pollutant trap installed as part of this.
The site is within the Port Adelaide River Industrial Precinct (PARIP) owned by Flinders Ports and is
currently vacant with construction commenced in May and the surface vegetation removed.
The land was reclaimed in the 1970’s from inter-tidal mangrove flats and has since been primarily
vacant.
As part of the development approval process and prior to lease finalisation, a baseline
Environmental Site Assessment (ESA) was required to be completed at the site.
Coffey Environments Australia Pty Ltd (Coffey) completed an ESA on behalf of Flinders Ports with
four soil bores drilled in the vicinity of the proposed site and one converted into a groundwater
monitoring well and sampled. This monitoring well remains present at the site currently and was
accessed and sampled during the current investigation.
Objective
The objective of the baseline ESA was to understand the contamination status of the site prior to
site redevelopment and lease commencement.
Scope of
works
The fieldworks scope was conducted on 13 May 2016 and involved the excavation of ten test pits
across the site; the collection and submission of selected soil samples for analysis; and the
gauging, purging and sampling of the existing well for chemical analysis.
A new monitoring well will be installed following site construction in late 2017 in vicinity of the
proposed gross pollutant trap.
Environmental
values
The groundwater Beneficial Uses Assessment (BUA) undertaken has identified protection of marine
water ecosystems as the only realistic beneficial use of the aquifer beneath the site based on the
total dissolved solid values and site setting being adjacent to the Port River.
Conclusions
Based on the current investigation, no complete exposure pathways are identified to currently exist
at the site. Given the site’s intended use as a fertiliser storage facility, pathways associated with
metals and nutrient impacted soil and groundwater may be realised if runoff of stored material
outside of the swale areas occur at the site during operation.
The soil and groundwater results reported do not indicate that any previous site use has impacted
the shallow soils or groundwater.
The groundwater encountered beneath the site is shallow and future monitoring following the
installation of the new monitoring well at the site in the vicinity of the gross pollutant trap is
recommended at the commencement of the lease and intermittingly through the lease period.
If soils are to be removed during construction, they are likely to be classified as waste fill and could
be reused or disposed of off-site as this classification.
It is noted there may be potential for acid sulphate soils to be encountered beneath the site,
particularly in areas where organic material has been noted.
It is possible that the maximum levels of site contamination have not been encountered by the
investigations undertaken. The presence of zones of additional, and perhaps more severely
impacted soil on the site, cannot therefore be ruled out.
It is recommended that all future excavations are closely inspected and any unusually coloured,
odorous or noxious substances revealed during any excavations at the site are considered to be
suspect until proven otherwise including suspected acid sulphate soils.
This sheet is intended to provide a summary only of the assessment of the site. It does not provide a definitive
environmental or engineering analysis and is for an introduction only. It should be read in conjunction with the full
report. Limitations and assumptions used to reach the conclusions of the executive summary are contained within the
report and have not necessarily been included in this executive summary. This report must be read in conjunction with
the attached ‘Important information about Coffey Environmental report’ included in Section 8.
ABN: 65 140 765 902
ii
Abbreviations
AHD
Australian Height Datum
ANZECC
Australian and New Zealand Environment and Conservation Council
bgs
below ground surface
BTEX
Benzene, Toluene, Ethylbenzene and Xylenes
C&G
COC
Chain of Custody
COPC
Chemical of potential concern
DEWNR
Department of Environment, Water and Natural Resources (SA)
DO
Dissolved Oxygen
EC
Electrical Conductivity
eH
Oxidation/Reduction Potential
ESA
Environmental Site Assessment
Eurofins
Eurofins Environment Testing Australia Pty Ltd, trading as Eurofins MGT
LNAPL
Light Non-aqueous Phase Liquid
LOR
Limit of Reporting
µg/L
micrograms per litre
mg/kg
milligrams per kilogram
MW
Monitoring Well
NATA
National Association of Testing Authorities
NEPM
National Environment Protection (Assessment of Site Contamination) Measure
PARIP
PID
Photoionisation Detector
ppmv
parts per million by volume
QA
Quality Assurance
QC
Quality Control
RPD
Relative Percent Difference
SB
Soil Bore
SWL
Standing Water Level
TDS
Total Dissolved Solid
ABN: 65 140 765 902
iii
Table of contents
Abbreviations ..................................................................................................................................... iii
1.
2.
3.
Introduction .................................................................................................................................. 1
1.1.
Background ....................................................................................................................... 1
1.2.
Objective ........................................................................................................................... 1
Site information............................................................................................................................ 2
2.1.
Site description .................................................................................................................. 2
2.2.
Surrounding environment .................................................................................................. 2
2.3.
Geoenvironmental setting ................................................................................................. 3
2.3.1.
Regional geology.................................................................................................. 3
2.3.2.
Regional hydrogeology......................................................................................... 3
2.3.3.
Hydrology ............................................................................................................. 3
Preliminary conceptual site model............................................................................................... 4
3.1.
Elements of a conceptual site model ................................................................................ 4
3.2.
Potential sources ............................................................................................................... 4
3.3.
Potential transport mechanisms and exposure routes ...................................................... 4
3.4.
Groundwater beneficial uses assessment ........................................................................ 5
3.4.1.
Overview .............................................................................................................. 5
3.4.2.
Potable water supply ............................................................................................ 5
3.4.3.
Aquatic ecosystems – fresh water ....................................................................... 5
3.4.4.
Aquatic ecosystems – marine water .................................................................... 5
3.4.5.
Aquatic ecosystems – groundwater dependent ................................................... 6
3.4.6.
Recreation and aesthetics .................................................................................... 6
3.4.7.
Agriculture and aquaculture ................................................................................. 6
3.4.8.
Commercial/industrial use .................................................................................... 6
3.4.9.
Realistic potential beneficial use .......................................................................... 6
3.4.10. Scenarios not a beneficial use of water ............................................................... 7
4.
5.
6.
3.5.
Potential receptors ............................................................................................................ 7
3.6.
Plausible exposure pathways............................................................................................ 7
Fieldwork ..................................................................................................................................... 8
4.1.
Introduction........................................................................................................................ 8
4.2.
Test pit excavation ............................................................................................................ 8
4.3.
Groundwater monitoring event (GME) .............................................................................. 8
Ground conditions encountered .................................................................................................. 9
5.1.
Site specific geology ......................................................................................................... 9
5.2.
Site hydrogeology information........................................................................................... 9
Analytical results........................................................................................................................ 10
ABN: 65 140 765 902
iv
6.1.
Analytical laboratories ..................................................................................................... 10
6.2.
Soil assessment .............................................................................................................. 10
6.3.
6.4.
6.2.1.
Soil screening assessment criteria..................................................................... 10
6.2.2.
Soil analytical results .......................................................................................... 10
Groundwater assessment ............................................................................................... 11
6.3.1.
Groundwater screening assessment criteria ...................................................... 11
6.3.2.
Groundwater analytical results ........................................................................... 11
Quality of analytical data ................................................................................................. 11
7.
Conclusions ............................................................................................................................... 12
8.
Important information about your Coffey Environmental Report ............................................... 13
9.
References ................................................................................................................................ 16
In-text Tables
Table 2.1: Site identification ................................................................................................................ 2
Table 2.2: Surrounding land uses ....................................................................................................... 2
Table 3.1: Summary of protected beneficial uses and likelihood of use of aquifer............................. 6
Table 3.2: Plausible potentially complete exposure pathways identified from the preliminary
CSM ............................................................................................................................................... 7
Table 5.1: MW05 hydrogeological information.................................................................................... 9
Appendices
Tables
Figures
Appendix A - Site photographs
Appendix B - Registered bore search
Appendix C - Test pit logs
Appendix D - Field purging data
Appendix E - Laboratory certificates of analysis and chain of custody documentation
ABN: 65 140 765 902
v
1.
Introduction
1.1. Background
Commercial and General (C&G) on behalf of Incitec Pivot are developing a portion of land within the
Port Adelaide River Industrial Precinct (PARIP) for the proposed Incitec Pivot Facility – bulk fertiliser
storage (‘the site’).
As part of the development approval process and prior to lease finalisation, a baseline Environmental
Site Assessment (ESA) was required to be completed at the site. A site plan of the proposed
development is appended to this report (Figure 2).
The PARIP is a large portion of land owned by Flinders Ports and developed for industrial land use
located on the eastern bank of Port Adelaide River, south of the North Arm and west of the Grand
Trunkway. The land was reclaimed in the 1970’s from inter-tidal mangrove flats and has since been
primarily vacant.
Coffey Environments Australia Pty Ltd (Coffey) completed an ESA on behalf of Flinders Ports in 2007
(Coffey 2007) with four soil bores drilled in the vicinity of the proposed site and one converted into a
groundwater monitoring well and sampled. This monitoring well (MW05) remains present at the site
currently and was accessed during the current investigation.
All works conducted at the site were carried out with reference to current best practice documents in
Australia, which include the National Environment Protection (Assessment of Site Contamination)
Amendment Measure 2013 (NEPC, 2013), referred to herein as the ASC NEPM (2013) and SA EPA
Site Contamination: “Guidelines for the Assessment and Remediation of Groundwater Contamination”
(February 2009).
1.2. Objective
The objective of the works was to understand the contamination status of the site prior to site
redevelopment and lease commencement.
Coffey
ENAUKESW01447AA-R01
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1
2.
Site information
2.1. Site description
Information related to the site identification has been sourced from the Coffey (2007) investigation
undertaken in the wider area and from field observations made during the investigation.
The site construction has commenced (May 2016) with the site preparation underway and the surface
area removed of vegetation. The construction of the facility is expected to be completed in late 2017.
The site development includes a large warehouse storage facility over the majority of the site with
access from the west. Concrete surface is to be applied on the west of the warehouse to control
runoff from ingress and egress from the warehouse and swales are to be constructed along the sites
southern, eastern and northern boundaries for collection of runoff material. A gross pollutant trap is to
be installed in the south eastern portion of the swale. It is noted that the eastern and northern swales
are part of the wider development of the area.
The history of the site is limited with the area of the site known to be reclaimed in the 1970’s and
undeveloped since.
Table 2.1: Site identification
Site Address
Allotment 14, Ocean Steamers Road, Port Adelaide
Certificate of Title
CT 5991/462
Size of Investigation Area
Approximately 5.4 hectares
Local Government Authority
Port Adelaide Enfield
Current Ownership
Flinders Ports
Current Land Use
Vacant – in construction for proposed industrial use
2.2. Surrounding environment
The site is set in an industrial area with Flinders Ports dock to the west and Grand Trunkway to the
east. The current surrounding land uses to the site are summarised in Table 2.2 below.
Table 2.2: Surrounding land uses
Direction
Surrounding Land Use
North
Vacant land with various industrial properties further north along Moorhouse Road
South
Vacant land to be developed
East
Vacant land and further east, Grand Trunkway and the railway line
West
Railway line and Flinders Ports dock 29
A site area plan is presented as Figure 1. Site photographs are presented in Appendix A.
Coffey
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2.3. Geoenvironmental setting
2.3.1.
Regional geology
The Soil Association Map of the Adelaide Region (Department of Mines and Energy, 1972) indicates
that the site is likely to comprise layered sediments of mixed marine and river origin – sands, silts,
clays and organic deposits.
The geological map of the Adelaide region (Department of Mines, 1969) indicates the site is underlain
by the St Kilda Formation: Light grey shelly stranded beach ridge deposits and shelly silts and sands
overlain in places by modern intertidal and swamp deposits.
2.3.2.
Regional hydrogeology
Information obtained from Department of Environment, Water and Natural Resources (DEWNR)
groundwater database (2016) indicates that there are a total of 8 registered groundwater bores within
a 500m radius of the site. The bores are registered as abandoned (4), unknown (2), and investigation
(2). The standing water level recorded for the two investigation bores ranged between 2.65 and 3
metres below ground surface (mbgs). No recorded total dissolved solids (TDS) are noted.
A copy of the registered bore search is included in Appendix B.
Based on the previous assessment undertaken in the area, depth to groundwater beneath the site is
expected to be encountered between 2.5 and 3.5mbgs with a flow to the north west towards the Port
River.
2.3.3.
Hydrology
The closest surface water receptor is the Port River located approximately 280m to the west of the
site.
Coffey
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3
3.
Preliminary conceptual site model
3.1. Elements of a conceptual site model
A preliminary conceptual site model (CSM) has been formulated utilising available information. The
CSM is used to determine the presence of plausible exposure pathways, and hence the presence of
significant risk to susceptible receptors such as humans, ecosystems, or the built environment. For a
significant or identifiable risk to exist an exposure pathway must be present, which requires each of
the following to be identified:

The presence of substances that may cause harm (SOURCE);

The presence of a receptor, which may be harmed at an exposure point (RECEPTOR); and

The existence of means of exposing a receptor to the source (EXPOSURE ROUTE).
In the absence of a plausible exposure pathway there is no risk. Therefore, the presence of
measurable concentrations of chemical substances does not automatically imply that the site will
cause harm. In order for this to be the case a plausible exposure pathway must be present, allowing a
source to adversely affect a receptor. The nature and importance of both receptors and exposure
routes, which are relevant to any particular site, will vary according to its characteristics, intended
end-use, and its environmental setting.
3.2. Potential sources
Based on a review of available site information, the Coffey (2007) report and the current site land use,
the potential historical sources of contamination to the site are limited to the potential of uncontrolled
fill material being utilised in reclamation of the area and uncontrolled dumping of material on the site.
The future use of the site is limited to fertiliser storage and as such the chemicals of potential concern
(COPC) for this baseline investigation are limited to activities associated with this future use:

Heavy metals;

Ammonia; and

Nitrate.
3.3. Potential transport mechanisms and exposure routes
The main exposure routes that could be feasible in terms of the future use of the site as a fertiliser
storage facility are:

On and off-site migration through granular soils by water media;

Via drains/open soil swales, pipework, backfilled service trenches and backfilled excavations;

Via dermal contact by on-site workers and subsurface utility/excavation workers;

Airborne migration of impacted dust or soil particles leading to inhalation; and

Surface water infiltration leading to downward leaching of contaminants within shallow soils.
Coffey
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3.4. Groundwater beneficial uses assessment
3.4.1.
Overview
In order to protect the waters of South Australia the SA EPA has developed an Environment
Protection Policy (Water Quality EPP). The ultimate goal of this Water Quality EPP is to protect and
enhance the health of both the general public, and aquatic ecosystems. Water quality objectives for a
given water body are based on setting the environmental values that are to be protected.
Environmental values are particular values or uses of water that are conducive to a healthy
ecosystem and also contribute to public benefit, welfare, safety and health. In line with the National
Water Quality Management Strategy (NWQMS), the policy recognises that the protected
environmental values or uses are:

Potable;

Aquatic ecosystems (fresh, marine and groundwater);

Recreation and aesthetics;

Agriculture and aquaculture; and

Commercial/industrial.
A Beneficial Use Assessment (BUA) is required by the SA EPA to determine which of these beneficial
uses are most applicable at the site and to subsequently enable the selection of the appropriate
assessment criteria. In determining the beneficial use/s of the aquifer, it must be demonstrated that
the information used is site-specific. This information includes, but is not limited to, the site’s geology,
hydrogeology, and water chemistry. In the absence of site-specific data, the SA EPA will accept
information from an adjacent location if it can be shown that the data is from the same hydrostratigraphic unit as the aquifer being tested.
The potential beneficial uses to be protected according to the SA EPA Site Contamination: Guidelines
for the Assessment and Remediation of Groundwater Contamination (SA EPA, 2009) are discussed
below and summarised in Table 3.4.9 below.
3.4.2.
Potable water supply
The National Health and Medical Research Council (NHMRC) indicate that TDS values exceeding
1,200 mg/L would generally preclude a potential domestic use of groundwater based on aesthetics
(NHMRC, 2011). Based on the TDS values recorded at the site during the current investigation
(78,500mg/L), the use of groundwater as a potable water supply on and off-site is considered unlikely.
3.4.3.
Aquatic ecosystems – fresh water
There are no fresh water ecosystems in the site vicinity.
3.4.4.
Aquatic ecosystems – marine water
The nearest marine water body is the Port River, located at its closest point 280m to the east of the
site. There is potential for a pathway to this ecosystem to exist.
Coffey
ENAUKESW01447AA-R01
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5
3.4.5.
Aquatic ecosystems – groundwater dependent
Coffey are not aware that the groundwater biota in the vicinity of the site are of ecological significance
or conservation value.
3.4.6.
Recreation and aesthetics
The site is not set within a residential or recreational area and as such, this beneficial use is
considered unlikely.
3.4.7.
Agriculture and aquaculture
As the site is located within an industrial setting and no known agricultural activities exist adjacent to
the site, this pathway is not considered to exist.
3.4.8.
Commercial/industrial use
Industrial uses surround the site, however given the TDS values of the groundwater, it is considered
unlikely that groundwater would be extracted from the shallow aquifer for an industrial use such as
processing.
3.4.9.
Realistic potential beneficial use
The BUA undertaken herein has identified protection of marine water ecosystems as the only realistic
beneficial use of groundwater in the site vicinity. Table 3.1 below provides a summary of the potential
beneficial uses of the aquifer to be protected.
Table 3.1: Summary of protected beneficial uses and likelihood of use of aquifer
Beneficial Uses
Likelihood of Groundwater Use
On-site
Off-site
Potable water supply
Unlikely – Given the local groundwater
quality
Unlikely – Given the local groundwater
quality
Aquatic ecosystems
(Fresh water)
Unlikely – No freshwater aquatic
systems present on-site
Unlikely – No freshwater aquatic
systems in site vicinity
Aquatic ecosystems
(Marine water)
Unlikely – No marine systems present
on-site
Potential – Given the proximity to the
Port River
Aquatic ecosystems
(Groundwater dependent)
Unlikely – Not known to be area of
ecological significance or conservation
value
Unlikely – Not known to be area of
ecological significance or conservation
value
Recreation and aesthetics
Unlikely – No recreational activities
undertaken on-site
Unlikely– Given site setting
Agriculture and
aquaculture
Unlikely – No agriculture/aquaculture
activities undertaken on-site
Unlikely – Given site setting
Commercial/industrial use Unlikely – Given the TDS values
Coffey
ENAUKESW01447AA-R01
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Unlikely– Given the TDS values
6
3.4.10. Scenarios not a beneficial use of water
The SA EPA (2009) guidelines require the following scenarios that are not a beneficial use of the
water to be considered in a BUA:

Human health in non-use scenarios: this includes exposure to volatile chemicals through vapour
flux where there is no contact with the groundwater; and

Buildings and structure: this includes protection from chemical substances degrading building
materials through contact (e.g. weakening of footings).
Both these scenarios are considered relevant in this assessment.
3.5. Potential receptors
Based on the future intended use of the site as a fertiliser storage facility, the following key receptors
have been identified:

Current and future users of the site, including subsurface construction workers;

Site neighbours;

Surface and buried structures, including underground utilities in the vicinity of the investigation
area; and

Marine water ecosystems within the Port River.
3.6. Plausible exposure pathways
On the basis of the available information, the preliminary CSM in terms of present site conditions and
areas needing consideration for future intended use of the site as a fertiliser storage facility in relation
to identified COPCs is provided in Table 3.2 below.
Table 3.2: Plausible potentially complete exposure pathways identified from the preliminary CSM
Hazard/source of
contamination
Key areas affected
Potential transport
mechanisms and
exposure routes
Key potential receptors
Heavy metals and
nutrients in soils and
groundwater
Within the runoff swale
surrounding the site and
the gross pollutant trap
(when constructed)
Dermal contact and
ingestion
Lateral and vertical
migration through
permeable strata and
underground services
Construction workers
Future users of the site
Service and buried
structures
Marine water ecosystems
within the Port River
Impacts from historical
land use(s)
Shallow soils and shallow
groundwater
Dermal contact and
ingestion
Lateral and vertical
migration through
permeable strata and
underground services
Construction workers
Marine water ecosystems
within the Port River
Coffey
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4.
Fieldwork
4.1. Introduction
Fieldwork activities were undertaken at the site on 13 May 2016 and involved the excavation of ten
test pits across the site targeting the runoff swale and the groundwater sampling of the existing
monitoring well on-site.
Following construction of the site in late 2017, a new monitoring well will be installed in the vicinity of
the gross pollutant trap in the south western portion of the swale for future groundwater monitoring
during Incitec Pivot’s lease of the site and for exist lease requirements. It is assumed that during the
construction of the site, the existing monitoring well (MW05) will likely be destroyed.
4.2. Test pit excavation
The following scope of works was undertaken in relation to the test pit excavations on 13 May 2016:

Site walkover to confirm current site status and off-site conditions;

Excavation of ten test pits in the future swale areas with an excavator to a maximum depth of
2.0mbgs;

Logging of all soil returns in accordance with the Unified Soil Classification System (USCS) and
field screening of soil returns during excavating for volatile organic compounds (VOCs) using a
photoionisation detector (PID);

The collection of soil samples at the surface, sub surface and at one metre intervals. Selected soil
samples were submitted for analysis of identified COPC including metals and nutrients. The
remaining soil samples were placed on hold at the analytical laboratory;

Excavated soil was utilised to backfill each location and track rolled for safety; and

Collection of one intra-laboratory duplicate and one inter-laboratory triplicate samples, one rinsate
sample per day of soil sampling and one trip blank per cooler for selected analysis.
4.3. Groundwater monitoring event (GME)
A groundwater monitoring event (GME) was undertaken at the site on 13 May 2016 and comprised
the following scope of works:

Gauging of the existing monitoring well MW05 for depth to standing water level (SWL) and total
depth (TD);

The purging and sampling of the groundwater monitoring well using a dedicated disposable bailer;

Measurement of water quality parameters including electrical conductivity (EC), dissolved oxygen
(DO), temperature, redox potential (Eh) and pH during purging activities including qualitative
observations (such as water colour, turbidity, odour and sheen); and

Laboratory analysis of the groundwater samples collected for a Broad Contaminant Screen,
ammonia and nitrate.
Coffey
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8
5.
Ground conditions encountered
5.1. Site specific geology
Test pit locations are presented on Figure 2. A detailed description of the lithology logged in test pit
location and the field VOC screening results are given on drilling logs included in Appendix C.
Ground conditions encountered during the test pitting works generally comprised of sand and sandy
fill material overlying clay to the maximum depth of investigation at 2.0mbgs. Some areas were noted
to contain shell fragments (TP02, TP05, TP06 and TP08) and some areas noted organic material in
the lithology encountered (TP01, TP04 and TP10).
The ground conditions encountered are similar to those noted in the previous investigation. It is
expected the shells and organic matter noted are related to the former layout of the land prior to
reclamation (mangroves).
5.2. Site hydrogeology information
The groundwater conditions recorded at the site on 13 May 2016 are summarised below and
presented in Table 1. Field purging data is provided in Appendix D.
Table 5.1: MW05 hydrogeological information
Parameter
Result
Depth to water
3.081mbgs
Groundwater elevation
-0.115m Australian Height Datum (AHD)
Dissolved oxygen
0.1mg/L
Redox potential
-374mV
Electrical conductivity
78,500µs/cm
Estimated total dissolved solids
51,025mg/L
pH
6.61
Temperature
o
20.7 C
The hydrogeological conditions encountered are similar to those encountered in the previous
investigation.
Coffey
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9
6.
Analytical results
6.1. Analytical laboratories
All primary and intra laboratory (duplicate) soil and groundwater samples were sent to the analytical
laboratory Eurofins mgt Environmental Testing Australia Pty Ltd (Eurofins). All inter-laboratory
secondary (triplicate) soil and groundwater samples collected were submitted to the analytical
laboratory ALS Global (ALS). Eurofins and ALS are National Association Testing Authority (NATA)
accredited for all analysis requested.
6.2. Soil assessment
6.2.1.
Soil screening assessment criteria
The screening criterion has been derived on the basis of conservative assumptions relating to land
use, receptor behaviour, site, building and soil characteristics. Within the body of this report, soil
analytical results have been discussed against National Environment Protection Measure (NEPM
2013) health investigation levels (HILs) HIL D – commercial/industrial developed based on
assumptions regarding exposure settings related to non-sensitive land use. Discussion of results has
also been related to the NEPM (2013)
To facilitate screening against HILs relevant to the site, the following have been included in the soil
analytical data table (Table 2):

ASC NEPM (2013) Health Investigation Levels, HIL-D, Commercial/Industrial.
The soil screening assessment criteria are for comparative purposes only and should not be regarded
as “clean-up” levels.
In addition, to determine the likely classification of the shallow soils at the site for waste disposal or
reuse during construction, the following waste guidance was adopted for the site:

SA EPA (2013) Standard for the production and use of Waste Derived Fill.
6.2.2.
Soil analytical results
Soil analytical results, including field Quality Control (QC) data and comparisons to the nominated
HILs, are provided in Table 2. Laboratory certificates and associated chain of custody (COC)
documentation are provided in Appendix E.
The analytical results from the soil samples collected reported all analytes requested below the
nominated investigation criteria and waste fill classification criteria. Concentrations of some were
detected in soil samples collected above the laboratory LOR, but below the selected screening
assessment criteria.
Coffey
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10
6.3. Groundwater assessment
6.3.1.
Groundwater screening assessment criteria
The regulatory framework for groundwater assessment is based on the South Australian Environment
Protection Authority (SA EPA) (2009) Site Contamination: Guidelines for the Assessment and
Remediation of Groundwater Contamination.
Based on an assessment of potential beneficial uses for the aquifer (outlined in Section 3.4), the
realistic potential beneficial uses of water in the site vicinity have been identified as marine water
ecosystems of the Port River.
The Health Screening Levels (HSLs) for vapour intrusion for further evaluation of potential risks to
human health resulting from intrusion of hydrocarbon vapours emanating from groundwater impacts
at the site has also been adopted for assessing the groundwater at the site. HSLs have been adopted
based on the potential receptors, clay lithology and depth of groundwater (2m to <4m).
The regulatory criteria adopted for assessing groundwater at the site is therefore based on the
following guidelines:

ASC NEPM (2013) Groundwater Investigation Levels (GILs) Marine Waters; and

ASC NEPM (2013) Groundwater HSLs for Vapour Intrusion, HSL-D Commercial/Industrial, Silt.
Nominated GILs and HSLs are summarised on the groundwater analytical results table (Table 3).
6.3.2.
Groundwater analytical results
Groundwater analytical results, including field QC data and comparisons to the nominated GILs and
HSLs, are provided in Table 3. Laboratory certificates and associated COC documentation are
provided in Appendix E.
Concentrations of COPCs in groundwater samples were found to be below the nominated criteria
and/or laboratory LOR with the exception of ammonia reported at 38mg/L above the marine water
guidance level of 0.91mg/L. It is considered likely that the ammonia concentration is representative of
background levels for the site given the land was formerly mangroves and similar concentrations were
reported in this well and surrounding wells in the previous investigation.
6.4. Quality of analytical data
Coffey has reviewed the outcomes and findings of both the field and laboratory QC component of the
soil and groundwater sampling assessment work conducted in the area of investigation (Tables 2 and
3). The calculated relative percentage difference (RPD) between the replicate pairs was found to be
acceptable for all analytes, with the exception of nickel in soil (42.11%) which is expected to be
associated with the particulate nature of metals within soils.
Coffey considers that the soil and groundwater field QC and laboratory QC results are acceptable for
the purposes of this investigation.
Coffey
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11
7.
Conclusions
Based on the current investigation, the identified complete exposure pathways as presented in Table
3.2 do not currently exist at the site. However, given the site’s intended use as a fertiliser storage
facility, the pathways associated with metal and nutrient impacted soil and groundwater may be
realised if runoff of stored material outside of the swale(s) occur at the site during operation.
The soil and groundwater results reported do not indicate that any previous site use has impacted the
shallow soils or groundwater.
The groundwater encountered beneath the site is shallow at 3mbgs and future monitoring following
the installation of the new monitoring well at the site in the vicinity of the gross pollutant trap is
recommended prior to commissioning of the site and intermittingly through the lease period.
If soils are to be removed during construction, they are likely to be classified as waste fill and could be
reused or disposed of off-site as this classification.
It is noted there may be potential for acid sulphate soils to be encountered beneath the site,
particularly in areas where organic material has been noted. The presence of shell fragments in the
local lithology may have had the potential to have neutralised the soils, however if suspect soils are
noted during the construction works, an environmental consultant should be contacted for advice.
It is possible that the maximum levels of site contamination have not been encountered by the
investigations undertaken. The presence of zones of additional, and perhaps more severely impacted
soil on the site, cannot therefore be ruled out. It is therefore recommended that all future excavations
are closely inspected and any unusually coloured, odorous or noxious substances revealed during
any excavations at the site are considered to be suspect until proven otherwise.
This report must be read in conjunction with the attached ‘Important Information about your Coffey
Environmental Report’ provided in Section 8.
Coffey
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12
8.
Important information about your Coffey
Environmental Report
Coffey
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26 May 2016
13
1. Introduction
This report has been prepared by Coffey for you, as
Coffey’s client, in accordance with our agreed purpose,
scope, schedule and budget.
The report has been prepared using accepted
procedures and practices of the consulting profession at
the time it was prepared, and the opinions,
recommendations and conclusions set out in the report
are made in accordance with generally accepted
principles and practices of that profession.
The report is based on information gained from
environmental conditions (including assessment of
some or all of soil, groundwater, vapour and surface
water) and supplemented by reported data of the local
area and professional experience. Assessment has
been scoped with consideration to industry standards,
regulations, guidelines and your specific requirements,
including budget and timing. The characterisation of site
conditions is an interpretation of information collected
during assessment, in accordance with industry
practice,
This interpretation is not a complete description of all
material on or in the vicinity of the site, due to the
inherent variation in spatial and temporal patterns of
contaminant presence and impact in the natural
environment. Coffey may have also relied on data and
other information provided by you and other qualified
individuals in preparing this report. Coffey has not
verified the accuracy or completeness of such data or
information except as otherwise stated in the report. For
these reasons the report must be regarded as
interpretative, in accordance with industry standards
and practice, rather than being a definitive record.
2. Your report has been written for a specific
purpose
Your report has been developed for a specific purpose
as agreed by us and applies only to the site or area
investigated. Unless otherwise stated in the report, this
report cannot be applied to an adjacent site or area, nor
can it be used when the nature of the specific purpose
changes from that which we agreed.
For each purpose, a tailored approach to the
assessment of potential soil and groundwater
contamination is required. In most cases, a key
objective is to identify, and if possible quantify, risks that
both recognised and potential contamination posed in
the context of the agreed purpose. Such risks may be
financial (for example, clean up costs or constraints on
site use) and/or physical (for example, potential health
risks to users of the site or the general public).
3. Limitations of the Report
The work was conducted, and the report has been
Coffey
ENAUKESW01447AA-R01
26 May 2016
prepared, in response to an agreed purpose and scope,
within time and budgetary constraints, and in reliance on
certain data and information made available to Coffey.
The analyses, evaluations, opinions and conclusions
presented in this report are based on that purpose and
scope, requirements, data or information, and they could
change if such requirements or data are inaccurate or
incomplete.
This report is valid as of the date of preparation. The
condition of the site (including subsurface conditions) and
extent or nature of contamination or other environmental
hazards can change over time, as a result of either
natural processes or human influence. Coffey should be
kept appraised of any such events and should be
consulted for further investigations if any changes are
noted, particularly during construction activities where
excavations often reveal subsurface conditions.
In addition, advancements in professional practice
regarding contaminated land and changes in applicable
statues and/or guidelines may affect the validity of this
report. Consequently, the currency of conclusions and
recommendations in this report should be verified if you
propose to use this report more than 6 months after its
date of issue.
The report does not include the evaluation or
assessment of potential geotechnical engineering
constraints of the site.
4. Interpretation of factual data
Environmental site assessments identify actual
conditions only at those points where samples are taken
and on the date collected. Data derived from indirect field
measurements, and sometimes other reports on the site,
are interpreted by geologists, engineers or scientists to
provide an opinion about overall site conditions, their
likely impact with respect to the report purpose and
recommended actions.
Variations in soil and groundwater conditions may occur
between test or sample locations and actual conditions
may differ from those inferred to exist. No environmental
assessment program, no matter how comprehensive,
can reveal all subsurface details and anomalies.
Similarly, no professional, no matter how well qualified,
can reveal what is hidden by earth, rock or changed
through time.
The actual interface between different materials may be
far more gradual or abrupt than assumed based on the
facts obtained. Nothing can be done to change the actual
site conditions which exist, but steps can be taken to
reduce the impact of unexpected conditions.
For this reason, parties involved with land acquisition,
management and/or redevelopment should retain the
services of a suitably qualified and experienced
environmental consultant through the development and
14
use of the site to identify variances, conduct additional
tests if required, and recommend solutions to
unexpected conditions or other unrecognised features
encountered on site. Coffey would be pleased to assist
with any investigation or advice in such circumstances.
5. Recommendations in this report
This report assumes, in accordance with industry
practice, that the site conditions recognised through
discrete sampling are representative of actual
conditions throughout the investigation area.
Recommendations are based on the resulting
interpretation.
Should further data be obtained that differs from the
data on which the report recommendations are based
(such as through excavation or other additional
assessment), then the recommendations would need to
be reviewed and may need to be revised.
6. Report for benefit of client
Unless otherwise agreed between us, the report has
been prepared for your benefit and no other party.
Other parties should not rely upon the report or the
accuracy or completeness of any recommendation and
should make their own enquiries and obtain
independent advice in relation to such matters.
Coffey assumes no responsibility and will not be liable
to any other person or organisation for, or in relation to,
any matter dealt with or conclusions expressed in the
report, or for any loss or damage suffered by any other
person or organisation arising from matters dealt with or
conclusions expressed in the report.
To avoid misuse of the information presented in your
report, we recommend that Coffey be consulted before
the report is provided to another party who may not be
familiar with the background and the purpose of the
report. In particular, an environmental disclosure report
for a property vendor may not be suitable for satisfying
the needs of that property’s purchaser. This report
should not be applied for any purpose other than that
stated in the report.
Coffey
ENAUKESW01447AA-R01
26 May 2016
7. Interpretation by other professionals
Costly problems can occur when other professionals
develop their plans based on misinterpretations of a
report. To help avoid misinterpretations, a suitably
qualified and experienced environmental consultant
should be retained to explain the implications of the
report to other professionals referring to the report and
then review plans and specifications produced to see
how other professionals have incorporated the report
findings.
Given Coffey prepared the report and has familiarity with
the site, Coffey is well placed to provide such assistance.
If another party is engaged to interpret the
recommendations of the report, there is a risk that the
contents of the report may be misinterpreted and Coffey
disowns any responsibility for such misinterpretation.
8. Data should not be separated from the report
The report as a whole presents the findings of the site
assessment and the report should not be copied in part
or altered in any way. Logs, figures, laboratory data,
drawings, etc. are customarily included in our reports and
are developed by scientists or engineers based on their
interpretation of field logs, field testing and laboratory
evaluation of samples. This information should not under
any circumstances be redrawn for inclusion in other
documents or separated from the report in any way.
This report should be reproduced in full. No responsibility
is accepted for use of any part of this report in any other
context or for any other purpose or by third parties.
9. Responsibility
Environmental reporting relies on interpretation of factual
information using professional judgement and opinion
and has a level of uncertainty attached to it, which is
much less exact than other design disciplines. This has
often resulted in claims being lodged against consultants,
which are unfounded. As noted earlier, the
recommendations and findings set out in this report
should only be regarded as interpretive and should not
be taken as accurate and complete information about all
environmental media at all depths and locations across
the site.
15
9.
References
ANZECC/ARMCANZ (2000) Australian Water Quality Guidelines for Fresh and Marine Water Quality
Australian and New Zealand Environment and Conservation Council and Agriculture and Resource
Management Council of Australia and New Zealand, Canberra, October 2000
Coffey (2007) Environmental Site Assessment, Port Adelaide River Industrial Precinct (PARIP), Ref:
ENVIWAYV00030AA-R01, dated 10 October 2007
Department of Environment, Water and Natural Resources (DEWNR) (2016) Drillhole Enquiry
System, accessed 25 May 2016
Department of Mines (1969) Geological Survey of South Australia, 1:250,000 Adelaide Sheet S1 549, Zones 5 & 6
Department of Mines and Energy (1972) Soil Association Map of the Adelaide Region, 1:50,000
NEPC (2013) National Environmental Protection (Assessment of Site Contamination) Measure 1999,
as amended in 2013, National Environment Protection Council
NHMRC/NRMMC (2011). National Water Quality Management Strategy, Australian Drinking Water
Guidelines, National Health and Medical Research Council and National Resource Management
Ministerial Council
SA EPA (2003) Environment Protection (Water Quality) Policy and Explanatory Report 2003
SA EPA (2009) Site Contamination: Guidelines for the Assessment and Remediation of Groundwater
Contamination
SA EPA (2013) Standard for the production and use of waste derived fill
Coffey
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16
Tables
Table 1
Groundwater Gauging Results and Field Water Quality Parameters
Insitec Pivot Facility, PARIP
Well ID
MW05
Date
Measured
13-May-16
Total Well
Depth
Top-of
Casing
Elevation
Depth to
Water
Depth to
LNAPL
Corrected
Depth to
Water
Corrected
Water
Elevation
Dissolved
Oxygen
Redox
Potential
(mbtoc)
(mAHD)
(mbtoc)
(mbtoc)
(mbtoc)
(mAHD)
(mg/L)
(mV)
5.725
2.966
3.081
-
3.081
-0.115
0.09
-374.3
pH
6.61
EC
Total
Dissolved
Solids*
Temperature
Purge
Volume
(µS/cm)
(mg/L)
(°C)
(L)
78,500
51,025
20.7
43
Notes:
MW = Monitoring Well
Field Equipment Used:
mAHD = metres Australian Height Datum
SmartTroll Water Quality Meter
Solinst Interface Probe
mbtoc = metres below top of casing
m = metres
LNAPL = Light non aqeous phase liquid
"-" = Not Recorded
mg/L = milligrams per litre
L = litres
µS/cm = microsiemens per centimetre
mV = millivolts
o
C = degrees Celsius
* Approximate value determined using the following equation: TDS (mg/L) = EC x 0.65
ENAUKESW01447AA-X01
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Comments
Brown silty water, hydrogen
sulphide water, shells present
Table 2
Soil Analytical Results
SampleCode
Field_ID
Sample_Depth_Range (m)
Sampled_Date
M16‐My16141
TP01/0.5‐0.7
0.5‐0.7
13/05/2016
M16‐My16142
TP01/1.8‐2.0
1.8‐2
13/05/2016
M16‐My16143
TP02/0.8‐1.1
0.8‐1.1
13/05/2016
M16‐My16144
TP02/1.8‐2.0
1.8‐2
13/05/2016
M16‐My16145
TP03/0.4‐0.6
0.4‐0.6
13/05/2016
M16‐My16146
TP03/1.8‐2.0
1.8‐2
13/05/2016
M16‐My16147
TP04/0.8‐1.1
0.8‐1.1
13/05/2016
M16‐My16148
TP04/1.8‐2.0
1.8‐2
13/05/2016
M16‐My16149
TP05/0.4‐0.6
0.4‐0.6
13/05/2016
M16‐My16150
TP05/0.8‐1.1
0.8‐1.1
13/05/2016
<5
<5
‐ 22
<2
<0.4
16
16
<5
0.2
6.5
36
‐ ‐ ‐ 18
<2
<0.4
8.7
6.4
12
0.1
<5
30
<5
<5
‐ 26
<2
<0.4
31
21
13
<0.1
11
32
‐ ‐ ‐ 23
<2
<0.4
34
21
14
0.1
14
42
<5
17
‐ 14
<2
<0.4
13
17
14
0.3
<5
48
‐ ‐ ‐ 18
<2
<0.4
12
14
14
0.1
<5
42
34
<5
‐ 23
<2
<0.4
23
21
27
0.3
7.5
74
21
<5
‐ 28
<2
0.5
45
32
26
0.2
16
47
<5
<5
‐ 11
<2
<0.4
22
13
<5
<0.1
6.8
22
‐ ‐ ‐ 22
<2
<0.4
39
30
16
<0.1
15
33
SampleComments
Chem_Group
Inorganics
Metals
ChemName
Ammonia as N
Nitrate (as N)
Moisture
Moisture Content (dried @ 103°C)
Arsenic
Cadmium
Chromium
Copper
Lead
Mercury
Nickel
Zinc
Units
mg/kg
mg/kg
%
%
mg/kg
mg/kg
mg/kg
mg/kg
mg/kg
mg/kg
mg/kg
mg/kg
NEPM 2013 HIL D
LOR
5
5
1
1
2
3000
0.4
900
2
5
240000
5
1500
0.1
730
2
6000
5
400000
20
3
60
300
1
60
200
Notes
Assessment Criteria
NEPM (2013) Health Investigation Levels, HIL‐D, Commercial/Industrial
SA EPA (2013) Standard for the use and production fo waste derived fill
ENAUKESW01447AA-X01
13/05/2016
Triplicate TP05/ 0.8‐1.1
ROD Between TP05/0.8‐1.1 and QC3 %
EM1605596001
QC3A
13/05/2016
Triplicate TP05/ 0.8‐1.1
ROD Between TP05/0.8‐1.1 and QC3A %
SA EPA 2013 WF
"‐" = Analysis Not Requested
LOR = Limit of Reporting (Method Detection Limit)
RPD = Relative Percent Difference
TP = Test Pit
QC = Quality Control
NL = Non‐limiting
1
2
M16‐My16151
QC3
1 of 2
‐ ‐ ‐ 21
<2
<0.4
41
25
14
<0.1
15
35
‐ ‐ ‐ 4.65
#
#
5.00
18.18
13.33
#
0.00
5.88
‐ ‐ 21.4
‐ 8
<1
51
32
15
<0.1
23
44
‐ ‐ ‐ ‐ #
#
26.67
6.45
6.45
#
42.11
28.57
Table 2
Soil Analytical Results
SampleCode
Field_ID
Sample_Depth_Range (m)
Sampled_Date
M16‐My16152
TP05/1.8‐2.0
1.8‐2
13/05/2016
M16‐My16153
TP06/0.4‐0.6
0.4‐0.6
13/05/2016
M16‐My16154
TP06/1.8‐2.0
1.8‐2
13/05/2016
M16‐My16155
TP07/0.4‐0.6
0.4‐0.6
13/05/2016
M16‐My16156
TP07/1.8‐2.0
1.8‐2
13/05/2016
M16‐My16157
TP08/0.8‐1.1
0.8‐1.1
13/05/2016
M16‐My16158
TP08/1.8‐2.0
1.8‐2
13/05/2016
M16‐My16159
TP09/0.4‐0.6
0.4‐0.6
13/05/2016
M16‐My16160
TP09/1.8‐2.0
1.8‐2
13/05/2016
M16‐My16161
TP10/0.8‐1.1
0.8‐1.1
13/05/2016
M16‐My16162
TP10/1.8‐2.0
1.8‐2
13/05/2016
‐ ‐ ‐ 17
<2
<0.4
18
13
9.6
0.1
6
24
<5
<5
‐ 22
<2
<0.4
32
16
<5
<0.1
8.1
24
‐ ‐ ‐ 31
<2
0.7
39
30
33
0.7
14
90
<5
<5
‐ 8.3
<2
<0.4
10
6.4
<5
<0.1
<5
16
68
<5
‐ 31
<2
<0.4
38
30
47
0.6
15
87
9.6
<5
‐ 27
<2
<0.4
47
39
51
0.8
20
81
‐ ‐ ‐ 26
<2
0.5
32
25
38
0.6
12
83
<5
<5
‐ 27
<2
0.5
44
35
34
0.5
16
80
35
<5
‐ 27
<2
0.6
26
19
37
0.6
9.7
110
<5
5.9
‐ 28
<2
<0.4
44
33
30
0.3
17
51
‐ ‐ ‐ 25
<2
1.2
17
13
44
0.5
6.5
140
SampleComments
Chem_Group
Inorganics
Metals
ChemName
Ammonia as N
Nitrate (as N)
Moisture
Arsenic
Cadmium
Chromium
Copper
Lead
Mercury
Nickel
Zinc
Units
mg/kg
mg/kg
%
%
mg/kg
mg/kg
mg/kg
mg/kg
mg/kg
mg/kg
mg/kg
mg/kg
NEPM 2013 HIL D
LOR
5
5
1
1
2
3000
0.4
900
2
5
240000
5
1500
0.1
730
2
6000
5
400000
SA EPA 2013 WF
20
3
60
300
1
60
200
Notes
RPD = Relative Percent Difference
TP = Test Pit
NL = Non‐limiting
Assessment Criteria
1
2
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NEPM (2013) Health Investigation Levels, HIL‐D, Commercial/Industrial
SA EPA (2013) Standard for the use and production fo waste derived fill
2 of 2
Table 3
Groundwater Analytical Results
SampleCode
Field_ID
Sampled_Date
SampleComments
Chem_Group
BTEXN
TRH
Halogenated Phenols
Inorganics
Metals
OCP
OPP
PAH
ENAUKESW01447AA-X01
ChemName
Benzene
Ethylbenzene
Toluene
Xylene (m & p)
Xylene (o)
Xylene Total
Naphthalene
C6 ‐ C10
C6‐C10 less BTEX (F1)
C10‐C16
F2‐NAPHTHALENE
C16‐C34
C34‐C40
C6 ‐ C9
C10 ‐ C14
C15 ‐ C28
C29 ‐ C36
C10 ‐ C36 (Sum of total)
tetrachlorophenols
Ammonia as N
Cyanide Total
Fluoride
Nitrate (as N)
pH (Lab)
Antimony (Filtered)
Arsenic (Filtered)
Barium (Filtered)
Beryllium (Filtered)
Boron (Filtered)
Cadmium (Filtered)
Chromium (Filtered)
Cobalt (Filtered)
Copper (Filtered)
Lead (Filtered)
Manganese (Filtered)
Mercury (Filtered)
Molybdenum (Filtered)
Nickel (Filtered)
Selenium (Filtered)
Tin (Filtered)
Zinc (Filtered)
4,4‐DDE
a‐BHC
Aldrin
b‐BHC
Chlordane
d‐BHC
DDD
DDT
Dieldrin
Endosulfan I
Endosulfan II
Endosulfan sulphate
Endrin
Endrin aldehyde
Endrin ketone
g‐BHC (Lindane)
Heptachlor
Heptachlor epoxide
Hexachlorobenzene
Methoxychlor
Toxaphene
Azinophos methyl
Bolstar (Sulprofos)
Chlorfenvinphos
Chlorpyrifos
Chlorpyrifos‐methyl
Coumaphos
Demeton‐O
Demeton‐S
Diazinon
Dichlorvos
Dimethoate
Disulfoton
Ethion Ethoprop
Fenitrothion
Fensulfothion
Fenthion
Malathion
Merphos
Methyl parathion
Mevinphos (Phosdrin)
Monocrotophos
Naled (Dibrom)
Omethoate
Parathion
Phorate
Pyrazophos
Ronnel
Terbufos
Trichloronate
Tetrachlorvinphos
Tokuthion
Acenaphthene
Acenaphthylene
Anthracene
Benzo(a)anthracene
Benzo(a)pyrene
Benzo(g,h,i)perylene
Benzo(k)fluoranthene
Chrysene
Benzo[b+j]fluoranthene
Dibenz(a,h)anthracene
Fluoranthene
Fluorene
Indeno(1,2,3‐c,d)pyrene
Phenanthrene
Pyrene
Total PAHs
Units
µg/L
µg/L
µg/L
µg/L
µg/L
µg/L
µg/L
mg/L
mg/L
mg/L
mg/L
mg/L
mg/L
µg/L
µg/L
µg/L
µg/L
µg/L
µg/L
µg/L
mg/L
mg/L
mg/L
pH_Units
mg/L
mg/L
mg/L
mg/L
mg/L
mg/L
mg/L
mg/L
mg/L
mg/L
mg/L
mg/L
mg/L
mg/L
mg/L
mg/L
mg/L
µg/L
µg/L
µg/L
µg/L
µg/L
µg/L
µg/L
µg/L
µg/L
µg/L
µg/L
µg/L
µg/L
µg/L
µg/L
µg/L
µg/L
µg/L
µg/L
µg/L
mg/L
µg/L
µg/L
µg/L
µg/L
mg/L
µg/L
µg/L
µg/L
µg/L
µg/L
µg/L
µg/L
µg/L
µg/L
µg/L
µg/L
µg/L
µg/L
mg/L
µg/L
µg/L
µg/L
µg/L
µg/L
µg/L
µg/L
µg/L
µg/L
µg/L
µg/L
mg/L
µg/L
µg/L
µg/L
µg/L
µg/L
µg/L
µg/L
µg/L
µg/L
mg/L
µg/L
µg/L
µg/L
µg/L
µg/L
µg/L
µg/L
LOR
1
1
1
2
1
3
1
0.02
0.02
0.05
0.05
0.1
0.1
20
50
100
100
100
30
10
0.005
0.5
0.02
0.1
0.005
0.001
0.02
0.001
0.05
0.0002
0.001
0.001
0.001
0.001
0.005
0.0001
0.005
0.001
0.001
0.005
0.001
0.1
0.1
0.1
0.1
1
0.1
0.1
0.1
0.1
0.1
0.1
0.1
0.1
0.1
0.1
0.1
0.1
0.1
0.1
0.1
0.01
2
2
2
20
0.002
20
2
20
2
2
2
2
2
2
2
2
2
2
0.002
2
2
2
2
2
2
2
2
2
2
2
0.002
2
1
1
1
1
1
1
1
1
0.001
1
1
1
1
1
1
1
NEPM 2013 HSL D 30000
NL
NL
1 of 2
NL
NL
NEPM 2013 GILs, Marine Waters(A)
500
50
NL
NL
910
0.004
0.0007
0.001
0.0013
0.0044
0.0001
0.007
0.015
0.005
0.004
0.009
M16‐My16165 M16‐My16163 M16‐My16164
MW05
QC1
QC2
13/05/2016
13/05/2016
13/05/2016
Trip Blank
Rinsate
<4
<4
<4
<8
<4
<12
<1
<0.08
<0.08
<0.05
<0.05
<0.1
<0.1
<80
<50
<100
<100
<100
<30
38,000
<0.005
<0.5
<0.2
7.4
<0.05
0.086
0.13
<0.01
10
<0.002
<0.01
<0.01
<0.01
<0.01
<0.05
<0.001
<0.05
<0.01
0.026
<0.05
<0.01
<0.1
<0.1
<0.1
<0.1
<1
<0.1
<0.1
<0.1
<0.1
<0.1
<0.1
<0.1
<0.1
<0.1
<0.1
<0.1
<0.1
<0.1
<0.1
<0.1
<0.01
<2
<2
<2
<20
<0.002
<20
<2
<20
<2
<2
<2
<2
<2
<2
<2
<2
<2
<2
<0.002
<2
<2
<2
<2
<2
<2
<2
<2
<2
<2
<2
<0.002
<2
<1
<1
<1
<1
<1
<1
<1
<1
<0.001
<1
<1
<1
<1
<1
<1
<1
<1
<1
<1
<2
<1
<3
<10
<0.02
<0.02
‐ ‐ ‐ ‐ <20
‐ ‐ ‐ ‐ ‐ ‐ ‐ ‐ ‐ ‐ ‐ ‐ ‐ ‐ ‐ ‐ ‐ ‐ ‐ ‐ ‐ ‐ ‐ ‐ ‐ ‐ ‐ ‐ ‐ ‐ ‐ ‐ ‐ ‐ ‐ ‐ ‐ ‐ ‐ ‐ ‐ ‐ ‐ ‐ ‐ ‐ ‐ ‐ ‐ ‐ ‐ ‐ ‐ ‐ ‐ ‐ ‐ ‐ ‐ ‐ ‐ ‐ ‐ ‐ ‐ ‐ ‐ ‐ ‐ ‐ ‐ ‐ ‐ ‐ ‐ ‐ ‐ ‐ ‐ ‐ ‐ ‐ ‐ ‐ ‐ ‐ ‐ ‐ ‐ ‐ ‐ ‐ ‐ ‐ ‐ ‐ ‐ ‐ ‐ ‐ ‐ ‐ ‐ ‐ ‐ ‐ ‐ ‐ ‐ ‐ ‐ ‐ ‐ ‐ ‐ ‐ ‐ ‐ ‐ ‐ ‐ <0.001
‐ ‐ ‐ <0.0002
<0.001
‐ <0.001
<0.001
‐ <0.0001
‐ <0.001
‐ ‐ <0.001
‐ ‐ ‐ ‐ ‐ ‐ ‐ ‐ ‐ ‐ ‐ ‐ ‐ ‐ ‐ ‐ ‐ ‐ ‐ ‐ ‐ ‐ ‐ ‐ ‐ ‐ ‐ ‐ ‐ ‐ ‐ ‐ ‐ ‐ ‐ ‐ ‐ ‐ ‐ ‐ ‐ ‐ ‐ ‐ ‐ ‐ ‐ ‐ ‐ ‐ ‐ ‐ ‐ ‐ ‐ ‐ ‐ ‐ ‐ ‐ ‐ ‐ ‐ ‐ ‐ ‐ ‐ ‐ ‐ Table 3
Groundwater Analytical Results
SampleCode
Field_ID
Sampled_Date
SampleComments
Chem_Group
ChemName
Units
LOR
Pesticides
Phenol
Pirimiphos‐methyl
2,4,5‐trichlorophenol
2,4,6‐trichlorophenol
2,4‐dichlorophenol
2,4‐dimethylphenol
2,4‐dinitrophenol
2,6‐dichlorophenol
2‐chlorophenol
2‐methylphenol
2‐nitrophenol
3‐&4‐methylphenol
4,6‐Dinitro‐2‐methylphenol
4,6‐Dinitro‐o‐cyclohexyl phenol
4‐chloro‐3‐methylphenol
4‐nitrophenol
Dinoseb
Pentachlorophenol
Phenol
Phenols (Total Halogenated)
Phenols (Total Non Halogenated)
Arochlor 1221
Aroclor 1016
Aroclor 1232
Aroclor 1242
Aroclor 1248
Aroclor 1254
Aroclor 1260
PCBs (Sum of total)
EPN
1,1,1,2‐tetrachloroethane
1,1,1‐trichloroethane
1,1,2,2‐tetrachloroethane
1,1,2‐trichloroethane
1,1‐dichloroethane
1,1‐dichloroethene
1,2,3‐trichloropropane
1,2‐dibromoethane
1,2‐dichlorobenzene
1,2‐dichloroethane
1,2‐dichloropropane
1,3‐dichloropropane
Bromodichloromethane
Bromoform
Bromomethane
Carbon tetrachloride
Chlorobenzene
Chlorodibromomethane
Chloroform
Chloromethane
cis‐1,2‐dichloroethene
cis‐1,3‐dichloropropene
Dibromomethane
Dichloromethane
Iodomethane
Trichloroethene
Tetrachloroethene
trans‐1,2‐dichloroethene
trans‐1,3‐dichloropropene
Trichlorofluoromethane
Vinyl chloride
mg/L
µg/L
µg/L
µg/L
µg/L
mg/L
µg/L
µg/L
µg/L
µg/L
µg/L
µg/L
µg/L
µg/L
µg/L
µg/L
µg/L
µg/L
mg/L
mg/L
µg/L
µg/L
µg/L
µg/L
µg/L
µg/L
µg/L
µg/L
µg/L
µg/L
µg/L
µg/L
µg/L
µg/L
µg/L
µg/L
µg/L
µg/L
µg/L
µg/L
µg/L
µg/L
µg/L
µg/L
µg/L
µg/L
µg/L
µg/L
µg/L
µg/L
µg/L
µg/L
µg/L
µg/L
µg/L
µg/L
µg/L
µg/L
µg/L
µg/L
µg/L
µg/L
0.02
10
10
3
3
0.03
3
3
3
10
6
30
100
10
30
100
10
3
0.01
0.1
1
1
1
1
1
1
1
1
2
1
1
1
1
1
1
1
1
1
1
1
1
1
1
1
1
1
1
1
1
5
1
1
1
1
1
1
1
1
1
1
1
1
Polychlorinated Biphenyls
SVOCs
VHC
NEPM 2013 HSL D Notes
MW = Monitoring well
NL = Non‐limiting
Assessment Criteria
NEPM (2013) Groundwater Investigation Levels, Fresh Waters
NEPM (2013) Health Screening Levels, HSL‐D Commercial/Industrial, Clay 2‐4m
ENAUKESW01447AA-X01
2 of 2
M16‐My16165 M16‐My16163 M16‐My16164
MW05
QC1
QC2
13/05/2016
13/05/2016
13/05/2016
Trip Blank
Rinsate
NEPM 2013 GILs, Marine Waters(A)
11
400
1900
<0.02
<10
<10
<3
<3
<0.03
<3
<3
<3
<10
<6
<30
<100
<10
<30
<100
<10
<3
<0.01
<0.1
<1
<1
<1
<1
<1
<1
<1
<1
<2
<4
<4
<4
<4
<4
<4
<4
<4
<4
<4
<4
<4
<4
<4
<4
<4
<4
<4
<4
<4
<5
<4
<4
<4
<4
<4
<4
<4
<4
<4
<4
<4
<4
‐ ‐ ‐ ‐ ‐ ‐ ‐ ‐ ‐ ‐ ‐ ‐ ‐ ‐ ‐ ‐ ‐ ‐ ‐ ‐ ‐ ‐ ‐ ‐ ‐ ‐ ‐ ‐ ‐ ‐ ‐ ‐ ‐ ‐ ‐ ‐ ‐ ‐ ‐ ‐ ‐ ‐ ‐ ‐ ‐ ‐ ‐ ‐ ‐ ‐ ‐ ‐ ‐ ‐ ‐ ‐ ‐ ‐ ‐ ‐ ‐ ‐ ‐ ‐ ‐ ‐ ‐ ‐ ‐ ‐ ‐ ‐ ‐ ‐ ‐ ‐ ‐ ‐ ‐ ‐ ‐ ‐ ‐ ‐ ‐ ‐ ‐ ‐ ‐ ‐ ‐ ‐ ‐ ‐ ‐ ‐ ‐ ‐ ‐ ‐ ‐ ‐ ‐ ‐ ‐ ‐ ‐ ‐ ‐ ‐ ‐ ‐ ‐ ‐ ‐ ‐ ‐ ‐ ‐ ‐ ‐ ‐ ‐ ‐ Figures
TP03
TP04
MW05
TP05
TP02
TP06
TP01
SITE
TP10
TP09
TP07
TP08
FLINDERS PORTS
DOCK
GRAND
TRUNKWAY
CLIENT: Commercial and General
Notes:
1) Basemap Source - Land Services Group
N
PROJECT TITLE: Incitec Pivot Facility
PARIP, Grand Turnkway, Port Adelaide
Figure Template; Issue Date: 29/11/07; UNCONTROLLED WHEN PRINTED
PROJECT: ENAUKESW01447AA
DESIGNED:
GH
DWG #: D01
DRAWN:
GH
REVISION: v01
STATUS:
Final
FIGURE TITLE: Site features plan
SCALE: See inset
DATE: 13/05/2016
FIGURE NUMBER: 1
TP03
TP04
TP05
TP02
TP06
MW05
TP01
TP10
TP09
TP08
TP07
Legend
(Symbols Not To Scale)
Approximate Test Pit (TP) Location
Approximate Monitoring Well (MW) Location
CLIENT: Commercial and General
Notes:
1) Basemap Source - Mott MacDonald
N
PROJECT TITLE: Incitec Pivot Facility
PARIP, Grand Turnkway, Port Adelaide
Figure Template; Issue Date: 29/11/07; UNCONTROLLED WHEN PRINTED
PROJECT: ENAUKESW01447AA
DESIGNED:
GH
DWG #: D01
DRAWN:
GH
REVISION: v01
STATUS:
Final
FIGURE TITLE: Investigation locations
SCALE: See inset
DATE: 13/05/2016
FIGURE NUMBER: 2
Appendix A - Site photographs
APPENDIX A – SITE PHOTOGRAPHS
Photograph 1: Incitec Pivot Facility, PARIP – Test pit TP01 excavation along the western boundary of
the site (13 May 2016)
Photograph 2: Incitec Pivot Facility, PARIP – Looking west along the northern boundary and the
excavation of TP03 (13 May 2016)
Coffey
ENAUKESW01447AA-R01
26 May 2016
1
Appendix B - Registered bore search
Groundwater Data Report
Unit Number(s) 6628-27110, Radius 0.5km
Unit No
Date
Max Depth Latest
(m)
Depth (m)
Status
6628-4442
6628-4443
6628-4444
6628-4445
6628-14453
6628-14477
6628-26091
6628-27110
13/10/1970
29/10/1970
21/10/1970
02/10/1970
21/06/1989
23/06/1989
09/05/2011
18/06/2012
35.05
34.44
34.44
29.87
2.85
13.2
5
5
ABD
ABD
ABD
ABD
UKN
UKN
35.05
34.44
34.44
29.87
2.85
13.2
5
5
Cased To
(m)
SWL (m)
SWL Date
Purpose
1
2
3
2.65
09/05/2011 INV
18/06/2012 INV
Permit No
201317
212627
8 records
Except where otherwise noted this work is licensed under a Creative Commons Attribution 3.0 Australia License
© Crown in right of the State of South Australia
Page 1 of 1
Wednesday, 25 May 2016, 2:37:13 PM
Groundwater Data
Page 1 of 1
Unit Number(s) 662827110, Radius 0.5km
Except where otherwise noted this work is licensed under a Creative Commons Attribution 3.0 Australia License © Crown in right of the State of South Australia
https://www.waterconnect.sa.gov.au/_layouts/15/dfw.sharepoint.wdd/Print.aspx
25/05/2016
Appendix C - Test pit logs
Drilling Log
Test Pit
TP01
Page: 1 of 1
Project
Location
Incitec Pivot Facility Baseline ESA
NA
Total Hole Depth
Top of Casing NA
Screen: Dia NA
Casing: Dia
NA
Length
Excavated material
NA
Log By
Method
GH
USCS Class.
Graphic
Log
Blow Count
Recovery
Sample ID
% Recovery
PID
(ppm)
Depth
(m.)
COFFEY ENVIRONMENTS Rev: 16/7/13 ENAUKESW01447AA_TEST PIT LOGS.GPJ IT_CORP.GDT 24/5/16
Static
NA
ENAUKESW01447AA
East
Diameter
NA
0.8 mm.
Excavator
Date
13/5/16
Permit #
NA
NA
Description
(Color, Texture, Structure)
Geologic descriptions are based on ASTM Standard D 2487-93 and the USCS.
SAND, fine-medium grained, white-yellow, traces of medium-coarse gravels
and cobbles
0.0
0.5-0.7
0.0
0.8-1.0
SW
1
0.1
3
Rig/Core
Excavation
License No.
0
North
Proj. No.
NA
Type/Size NA
Type NA
NA
Checked By FM
2
2.0 m.
Water Level Initial NA
Length NA
Fill Material
Drill Co. Lucas Earthmovers
Driller
Owner
PARIP, Grand Trunkway, Port Adelaide
Surface Elev.
COMMENTS
1.8-2.0
CL
Sandy CLAY, low plasticity, grey, fine-medium grained, some organic
material at 2mbgs
TP01 terminated at 2.0mbgs as required
Drilling Log
Test Pit
TP02
Page: 1 of 1
Project
Location
NA
Total Hole Depth
Top of Casing NA
Screen: Dia NA
Casing: Dia
NA
Length
Excavated material
NA
Log By
Method
GH
USCS Class.
Graphic
Log
Blow Count
Recovery
Sample ID
% Recovery
PID
(ppm)
Rig/Core
Excavation
Static
NA
ENAUKESW01447AA
East
Diameter
NA
0.8 mm.
Excavator
Date
License No.
0
North
Proj. No.
NA
Type/Size NA
Type NA
NA
Checked By FM
Depth
(m.)
2.0 m.
Length NA
Fill Material
Driller
Owner
Surface Elev.
COMMENTS
13/5/16
Permit #
NA
NA
Description
SAND, fine-medium grained, white-grey, trace sea shells, compacted at
surface, laminated clay bands present throughout
0.1
0.4-0.6
0.1
0.8-1.1
SW
1
Sandy CLAY, low plasticity, olive brown, fine-medium grained
CL
0.1
2
3
1.8-2.0
Drilling Log
Test Pit
TP03
Page: 1 of 1
Project
Location
NA
Total Hole Depth
Top of Casing NA
Screen: Dia NA
Casing: Dia
NA
Length
Excavated material
NA
Log By
Method
GH
USCS Class.
Graphic
Log
Blow Count
Recovery
Sample ID
% Recovery
PID
(ppm)
Rig/Core
Excavation
Static
NA
ENAUKESW01447AA
East
Diameter
13/5/16
Permit #
0.1
NA
NA
Description
0.4-0.6
SW
0.8-1.1
1
CLAY, low plasticity, dark grey
CL
0.2
3
0.8 mm.
SAND, fine-medium grained, white-grey, tree roots present
0.0
2
NA
Excavator
Date
License No.
0
North
Proj. No.
NA
Type/Size NA
Type NA
NA
Checked By FM
Depth
(m.)
2.0 m.
Length NA
Fill Material
Driller
Owner
Surface Elev.
COMMENTS
1.8-2.0
Drilling Log
Test Pit
TP04
Page: 1 of 1
Project
Location
NA
Total Hole Depth
Top of Casing NA
Screen: Dia NA
Casing: Dia
NA
Length
Excavated material
NA
Log By
Method
GH
USCS Class.
Graphic
Log
Blow Count
Recovery
Sample ID
% Recovery
PID
(ppm)
Depth
(m.)
Rig/Core
Excavation
Static
NA
ENAUKESW01447AA
East
Diameter
NA
0.8 mm.
Excavator
Date
License No.
0
North
Proj. No.
NA
Type/Size NA
Type NA
NA
Checked By FM
2.0 m.
Length NA
Fill Material
Driller
Owner
Surface Elev.
COMMENTS
13/5/16
Permit #
NA
NA
Description
FILL, Gravelly SAND, fine-medium grained, dark-grey-black, fine-coarse
gravels
0.1
0.4-0.6
0.6
0.8-1.1
1
CLAY, medium-high plasticity, grey-brown, organic material present,
laminated clay
CH
0.4
2
3
1.8-2.0
Drilling Log
Test Pit
TP05
Page: 1 of 1
Project
Location
NA
Total Hole Depth
Top of Casing NA
Screen: Dia NA
Casing: Dia
NA
Length
Excavated material
NA
Log By
Method
GH
USCS Class.
Graphic
Log
Blow Count
Recovery
Sample ID
% Recovery
PID
(ppm)
Rig/Core
Excavation
Static
NA
ENAUKESW01447AA
East
Diameter
NA
0.8 mm.
Excavator
Date
License No.
0
North
Proj. No.
NA
Type/Size NA
Type NA
NA
Checked By FM
Depth
(m.)
2.0 m.
Length NA
Fill Material
Driller
Owner
Surface Elev.
COMMENTS
13/5/16
Permit #
NA
NA
Description
FILL, Gravelly SAND, fine-medium grained, dark-grey-black, fine-coarse
gravels, shells present
CLAY, medium-high plasticity, brown, some fine-coarse grained sand,
laminated clay, shells present
0.1
0.4-0.6
0.1
0.8-1.1
1
CH
0.1
2
3
1.8-2.0
Drilling Log
Test Pit
TP06
Page: 1 of 1
Project
Location
NA
Total Hole Depth
Top of Casing NA
Screen: Dia NA
Casing: Dia
NA
Length
Excavated material
NA
Log By
Method
GH
USCS Class.
Graphic
Log
Blow Count
Recovery
Sample ID
% Recovery
PID
(ppm)
Rig/Core
Excavation
Static
NA
ENAUKESW01447AA
East
Diameter
NA
0.8 mm.
Excavator
Date
License No.
0
North
Proj. No.
NA
Type/Size NA
Type NA
NA
Checked By FM
Depth
(m.)
2.0 m.
Length NA
Fill Material
Driller
Owner
Surface Elev.
COMMENTS
13/5/16
Permit #
NA
NA
Description
FILL, Sandy CLAY, medium-high plasticity, brown, fine to medium grained,
shells present
0.0
0.4-0.6
0.1
0.8-1.1
SAND, fine-medium grained, white-orange
1
SW
Silty CLAY, low plasticity, grey-black
CL
ML
0.1
2
3
1.8-2.0
Drilling Log
Test Pit
TP07
Page: 1 of 1
Project
Location
NA
Total Hole Depth
Top of Casing NA
Screen: Dia NA
Casing: Dia
NA
Length
Excavated material
NA
Log By
Method
GH
USCS Class.
Graphic
Log
Blow Count
Recovery
Sample ID
% Recovery
PID
(ppm)
Rig/Core
Excavation
Static
NA
ENAUKESW01447AA
East
Diameter
NA
0.8 mm.
Excavator
Date
License No.
0
North
Proj. No.
NA
Type/Size NA
Type NA
NA
Checked By FM
Depth
(m.)
2.0 m.
Length NA
Fill Material
Driller
Owner
Surface Elev.
COMMENTS
13/5/16
Permit #
NA
NA
Description
FILL, Silty CLAY, low plasticity, brown, fine to medium grained, tree and
grass roots present
SAND, fine-medium grained, white-orange
SW
0.1
0.4-0.6
Sandy CLAY, low plasticity, grey
0.2
0.8-1.1
CL
1
CLAY, low-medium plasticity, grey-black
CL
0.2
2
3
1.8-2.0
Drilling Log
Test Pit
TP08
Page: 1 of 1
Project
Location
NA
Total Hole Depth
Top of Casing NA
Screen: Dia NA
Casing: Dia
NA
Length
Excavated material
NA
Log By
Method
GH
USCS Class.
Graphic
Log
Blow Count
Recovery
Sample ID
% Recovery
PID
(ppm)
Rig/Core
Excavation
Static
NA
ENAUKESW01447AA
East
Diameter
NA
0.8 mm.
Excavator
Date
License No.
0
North
Proj. No.
NA
Type/Size NA
Type NA
NA
Checked By FM
Depth
(m.)
2.0 m.
Length NA
Fill Material
Driller
Owner
Surface Elev.
COMMENTS
13/5/16
Permit #
NA
NA
Description
FILL, Sandy CLAY, medium plasticity, brown, fine to medium grained,
shells present
SAND, fine-medium grained, white, beach sand
SW
0.1
0.4-0.6
0.0
0.8-1.1
Silty CLAY, low-medium plasticity, grey-black
1
CL
ML
0.1
2
3
1.8-2.0
Drilling Log
Test Pit
TP09
Page: 1 of 1
Project
Location
NA
Total Hole Depth
Top of Casing NA
Screen: Dia NA
Casing: Dia
NA
Length
Excavated material
NA
Log By
Method
GH
USCS Class.
Graphic
Log
Blow Count
Recovery
Sample ID
% Recovery
PID
(ppm)
Rig/Core
Excavation
Static
NA
ENAUKESW01447AA
East
NA
0.8 mm.
Diameter
Excavator
Date
License No.
0
North
Proj. No.
NA
Type/Size NA
Type NA
NA
Checked By FM
Depth
(m.)
2.0 m.
Length NA
Fill Material
Driller
Owner
Surface Elev.
COMMENTS
13/5/16
Permit #
NA
NA
Description
SAND, fine-medium grained, white-yellow
SW
0.1
0.4-0.6
0.2
0.8-1.1
Silty CLAY, low plasticity, grey-black
1
CL
ML
Clayey SAND, fine-medium grained, grey
SW
SC
0.2
2
3
1.8-2.0
Drilling Log
Test Pit
TP10
Page: 1 of 1
Project
Location
NA
Total Hole Depth
Top of Casing NA
Screen: Dia NA
Casing: Dia
NA
Length
Excavated material
NA
Log By
Method
GH
USCS Class.
Graphic
Log
Blow Count
Recovery
Sample ID
% Recovery
PID
(ppm)
Rig/Core
Excavation
Static
NA
ENAUKESW01447AA
East
Diameter
NA
0.8 mm.
Excavator
Date
License No.
0
North
Proj. No.
NA
Type/Size NA
Type NA
NA
Checked By FM
Depth
(m.)
2.0 m.
Length NA
Fill Material
Driller
Owner
Surface Elev.
COMMENTS
13/5/16
Permit #
NA
NA
Description
SAND, fine-medium grained, white
SW
0.1
0.4-0.6
0.1
0.8-1.1
1
Sandy CLAY, low plasticity, brown, fine-medium grained sand
CL
SAND, fine-medium grained, grey with organic material present
SW
0.1
2
3
1.8-2.0
Appendix D - Field purging data
Appendix E - Laboratory certificates of analysis and
chain of custody documentation
ABN – 50 005 085 521
e.mail : [email protected]
Melbourne
3-5 Kingston Town Close
Oakleigh Vic 3166
Phone : +61 3 8564 5000
NATA # 1261
Site # 1254 & 14271
web : www.eurofins.com.au
Sydney
Unit F3, Building F
16 Mars Road
Lane Cove West NSW 2066
Phone : +61 2 9900 8400
NATA # 1261 Site # 18217
Brisbane
1/21 Smallwood Place
Murarrie QLD 4172
Phone : +61 7 3902 4600
NATA # 1261 Site # 20794
Sample Receipt Advice
Company name:
Coffey Environments Pty Ltd SA
Contact name:
Project name:
Project ID:
COC number:
Turn around time:
Date/Time received:
Eurofins | mgt reference:
Felicia Mellors
C & G PARIP
ENAUKESW01447AA
Not provided
5 Day
May 16, 2016 10:11 AM
500745
Sample information
☑
A detailed list of analytes logged into our LIMS, is included in the attached summary table.
☑
Sample Temperature of a random sample selected from the batch as recorded by Eurofins | mgt
Sample Receipt : 9.4 degrees Celsius.
☑
All samples have been received as described on the above COC.
☑
COC has been completed correctly.
☑
Attempt to chill was evident.
☑
Appropriately preserved sample containers have been used.
☑
All samples were received in good condition.
☑
Samples have been provided with adequate time to commence analysis in accordance with the
relevant holding times.
☑
Appropriate sample containers have been used.
☑
Sample containers for volatile analysis received with zero headspace.
☒
Some samples have been subcontracted.
N/A
Custody Seals intact (if used).
Contact notes
If you have any questions with respect to these samples please contact:
Onur Mehmet on Phone : (+61) (3) 8564 5026 or by e.mail: [email protected]
Results will be delivered electronically via e.mail to Felicia Mellors - [email protected].
Environmental Laboratory
Air Analysis
Water Analysis
Soil Contamination Analysis
NATA Accreditation
Stack Emission Sampling & Analysis
Trade Waste Sampling & Analysis
Groundwater Sampling & Analysis
38 Years of Environmental Analysis & Experience
ABN – 50 005 085 521
Melbourne
Oakleigh VIC 3166
Phone : +61 3 8564 5000
NATA # 1261
Site # 1254 & 14271
Sydney
Unit F3, Building F
16 Mars Road
Phone : +61 2 9900 8400
NATA # 1261 Site # 18217
Brisbane
Murarrie QLD 4172
Phone : +61 7 3902 4600
NATA # 1261 Site # 20794
.
Company Name:
Address:
Worldpark 33 Richmond Rd
Keswick
SA 5035
Project Name:
Project ID:
C & G PARIP
ENAUKESW01447AA
Order No.:
Report #:
Phone:
Fax:
500745
08 8375 4400
08 8375 4499
Received:
Due:
Priority:
Contact Name:
May 16, 2016 10:11 AM
May 23, 2016
5 Day
Felicia Mellors
Eurofins | mgt Analytical Services Manager : Onur Mehmet
Ammonia (as N)
HOLD
Nitrate (as N)
Metals M8
Metals M8 filtered
Moisture Set
Broad Contaminant Screen (filtered
metals)
BTEX and Volatile TRH
X
X
X
X
X
X
X
X
Sample Detail
Melbourne Laboratory - NATA Site # 1254 & 14271
Sydney Laboratory - NATA Site # 18217
Brisbane Laboratory - NATA Site # 20794
External Laboratory
No
Sample ID
Sample Date Sampling
Matrix
Time
1
TP01/0.5-0.7 May 13, 2016
Soil
2
TP01/1.8-2.0 May 13, 2016
Soil
3
TP02/0.8-1.1 May 13, 2016
Soil
4
TP02/1.8-2.0 May 13, 2016
Soil
5
TP03/0.4-0.6 May 13, 2016
Soil
6
TP03/1.8-2.0 May 13, 2016
Soil
7
TP04/0.8-1.1 May 13, 2016
Soil
8
TP04/1.8-2.0 May 13, 2016
Soil
9
TP05/0.4-0.6 May 13, 2016
Soil
10 TP05/0.8-1.1 May 13, 2016
Soil
LAB ID
M16-My16141
M16-My16142
M16-My16143
M16-My16144
M16-My16145
M16-My16146
M16-My16147
M16-My16148
M16-My16149
M16-My16150
X
X
X
X
X
X
X
X
X
X
X
X
X
X
X
X
X
X
X
X
X
X
X
X
X
X
X
X
X
X
X
X
ABN – 50 005 085 521
Company Name:
Address:
Keswick
SA 5035
Project Name:
Project ID:
C & G PARIP
ENAUKESW01447AA
Order No.:
Report #:
Phone:
Fax:
500745
08 8375 4400
08 8375 4499
Melbourne
Oakleigh VIC 3166
Phone : +61 3 8564 5000
NATA # 1261
Site # 1254 & 14271
Sydney
Unit F3, Building F
16 Mars Road
Phone : +61 2 9900 8400
NATA # 1261 Site # 18217
Received:
Due:
Priority:
Contact Name:
Brisbane
Murarrie QLD 4172
Phone : +61 7 3902 4600
NATA # 1261 Site # 20794
May 16, 2016 10:11 AM
May 23, 2016
5 Day
Felicia Mellors
Ammonia (as N)
HOLD
Nitrate (as N)
Metals M8
Metals M8 filtered
Moisture Set
metals)
X
X
X
X
X
X
X
X
Sample Detail
External Laboratory
11 QC3
May 13, 2016
Soil
12 TP05/1.8-2.0 May 13, 2016
Soil
13 TP06/0.4-0.6 May 13, 2016
Soil
14 TP06/1.8-2.0 May 13, 2016
Soil
15 TP07/0.4-0.6 May 13, 2016
Soil
16 TP07/1.8-2.0 May 13, 2016
Soil
17 TP08/0.8-1.1 May 13, 2016
Soil
18 TP08/1.8-2.0 May 13, 2016
Soil
19 TP09/0.4-0.6 May 13, 2016
Soil
20 TP09/1.8-2.0 May 13, 2016
Soil
21 TP10/0.8-1.1 May 13, 2016
Soil
M16-My16151
M16-My16152
M16-My16153
M16-My16154
M16-My16155
M16-My16156
M16-My16157
M16-My16158
M16-My16159
M16-My16160
M16-My16161
X
X
X
X
X
X
X
X
X
X
X
X
X
X
X
X
X
X
X
X
X
X
X
X
X
X
X
X
X
X
X
X
X
X
X
X
ABN – 50 005 085 521
Company Name:
Address:
Keswick
SA 5035
Project Name:
Project ID:
C & G PARIP
ENAUKESW01447AA
Order No.:
Report #:
Phone:
Fax:
500745
08 8375 4400
08 8375 4499
Melbourne
Oakleigh VIC 3166
Phone : +61 3 8564 5000
NATA # 1261
Site # 1254 & 14271
Sydney
Unit F3, Building F
16 Mars Road
Phone : +61 2 9900 8400
NATA # 1261 Site # 18217
Received:
Due:
Priority:
Contact Name:
Brisbane
Murarrie QLD 4172
Phone : +61 7 3902 4600
NATA # 1261 Site # 20794
May 16, 2016 10:11 AM
May 23, 2016
5 Day
Felicia Mellors
Ammonia (as N)
HOLD
Nitrate (as N)
Metals M8
Metals M8 filtered
Moisture Set
metals)
X
X
X
X
X
X
X
X
Sample Detail
External Laboratory
22 TP10/1.8-2.0 May 13, 2016
Soil
23 QC1
May 13, 2016
Water
24 QC2
May 13, 2016
Water
25 MW05
May 13, 2016
Water
26 TP01/0.8-1.0 May 13, 2016
Soil
27 TP02/0.4-0.6 May 13, 2016
Soil
28 TP03/0.8-1.0 May 13, 2016
Soil
29 TP04/0.4-0.6 May 13, 2016
Soil
30 TP06/0.8-1.1 May 13, 2016
Soil
31 QC4
May 13, 2016
Soil
32 TP07/0.8-1.1 May 13, 2016
Soil
M16-My16162
M16-My16163
M16-My16164
M16-My16165
M16-My16217
M16-My16218
M16-My16219
M16-My16220
M16-My16221
M16-My16222
M16-My16223
X
X
X
X
X
X
X
X
X
X
X
X
X
X
ABN – 50 005 085 521
Company Name:
Address:
Keswick
SA 5035
Project Name:
Project ID:
C & G PARIP
ENAUKESW01447AA
Order No.:
Report #:
Phone:
Fax:
500745
08 8375 4400
08 8375 4499
Melbourne
Oakleigh VIC 3166
Phone : +61 3 8564 5000
NATA # 1261
Site # 1254 & 14271
Sydney
Unit F3, Building F
16 Mars Road
Phone : +61 2 9900 8400
NATA # 1261 Site # 18217
Received:
Due:
Priority:
Contact Name:
Brisbane
Murarrie QLD 4172
Phone : +61 7 3902 4600
NATA # 1261 Site # 20794
May 16, 2016 10:11 AM
May 23, 2016
5 Day
Felicia Mellors
Ammonia (as N)
HOLD
Nitrate (as N)
Metals M8
Metals M8 filtered
Moisture Set
metals)
X
X
X
X
X
X
X
X
14
X
X
X
10
14
22
1
22
1
1
Sample Detail
External Laboratory
33 TP08/0.4-0.6 May 13, 2016
Soil
34 TP09/0.8-1.1 May 13, 2016
Soil
35 TP10/0.4-0.6 May 13, 2016
Soil
Test Counts
M16-My16224
M16-My16225
M16-My16226
Certificate of Analysis
NATA Accredited
Accreditation Number 1261
Site Number 1254
Keswick
SA 5035
Accredited for compliance with ISO/IEC 17025.
The results of the tests, calibrations and/or
measurements included in this document are traceable
to Australian/national standards.
Attention:
Felicia Mellors
Report
Project name
Project ID
Received Date
500745-S
C & G PARIP
ENAUKESW01447AA
May 16, 2016
Client Sample ID
Sample Matrix
TP01/0.5-0.7
Soil
TP01/1.8-2.0
Soil
TP02/0.8-1.1
Soil
TP02/1.8-2.0
Soil
Eurofins | mgt Sample No.
M16-My16141
M16-My16142
M16-My16143
M16-My16144
May 13, 2016
May 13, 2016
May 13, 2016
May 13, 2016
Date Sampled
Test/Reference
LOR
Unit
Ammonia (as N)
Nitrate (as N)
% Moisture
Heavy Metals
5
5
1
mg/kg
mg/kg
%
<5
<5
22
18
<5
<5
26
23
2
0.4
5
5
5
0.1
5
5
mg/kg
mg/kg
mg/kg
mg/kg
mg/kg
mg/kg
mg/kg
mg/kg
<2
< 0.4
16
16
<5
0.2
6.5
36
<2
< 0.4
8.7
6.4
12
0.1
<5
30
<2
< 0.4
31
21
13
< 0.1
11
32
<2
< 0.4
34
21
14
0.1
14
42
Arsenic
Cadmium
Chromium
Copper
Lead
Mercury
Nickel
Zinc
Client Sample ID
Sample Matrix
TP03/0.4-0.6
Soil
TP03/1.8-2.0
Soil
TP04/0.8-1.1
Soil
TP04/1.8-2.0
Soil
M16-My16145
M16-My16146
M16-My16147
M16-My16148
Date Sampled
May 13, 2016
May 13, 2016
May 13, 2016
May 13, 2016
Test/Reference
LOR
Unit
Ammonia (as N)
Nitrate (as N)
% Moisture
Heavy Metals
5
5
1
mg/kg
mg/kg
%
<5
17
14
18
34
<5
23
21
<5
28
2
0.4
5
5
5
0.1
5
5
mg/kg
mg/kg
mg/kg
mg/kg
mg/kg
mg/kg
mg/kg
mg/kg
<2
< 0.4
13
17
14
0.3
<5
48
<2
< 0.4
12
14
14
0.1
<5
42
<2
< 0.4
23
21
27
0.3
7.5
74
<2
0.5
45
32
26
0.2
16
47
Arsenic
Cadmium
Chromium
Copper
Lead
Mercury
Nickel
Zinc
Eurofins | mgt 2-5 Kingston Town Close, Oakleigh, Victoria, Australia, 3166
Date Reported: May 24, 2016
ABN : 50 005 085 521 Telephone: +61 3 8564 5000 Facsimile: +61 3 8564 5090
Page 1 of 12
Report Number: 500745-S
Client Sample ID
Sample Matrix
TP05/0.4-0.6
Soil
TP05/0.8-1.1
Soil
QC3
Soil
TP05/1.8-2.0
Soil
M16-My16149
M16-My16150
M16-My16151
M16-My16152
May 13, 2016
May 13, 2016
May 13, 2016
May 13, 2016
Date Sampled
Test/Reference
LOR
Unit
Ammonia (as N)
Nitrate (as N)
% Moisture
Heavy Metals
5
5
1
mg/kg
mg/kg
%
<5
<5
11
22
21
17
2
0.4
5
5
5
0.1
5
5
mg/kg
mg/kg
mg/kg
mg/kg
mg/kg
mg/kg
mg/kg
mg/kg
<2
< 0.4
22
13
<5
< 0.1
6.8
22
<2
< 0.4
39
30
16
< 0.1
15
33
<2
< 0.4
41
25
14
< 0.1
15
35
<2
< 0.4
18
13
9.6
0.1
6.0
24
Arsenic
Cadmium
Chromium
Copper
Lead
Mercury
Nickel
Zinc
Client Sample ID
Sample Matrix
TP06/0.4-0.6
Soil
TP06/1.8-2.0
Soil
TP07/0.4-0.6
Soil
TP07/1.8-2.0
Soil
M16-My16153
M16-My16154
M16-My16155
M16-My16156
Date Sampled
May 13, 2016
May 13, 2016
May 13, 2016
May 13, 2016
Test/Reference
LOR
Unit
Ammonia (as N)
Nitrate (as N)
% Moisture
Heavy Metals
5
5
1
mg/kg
mg/kg
%
<5
<5
22
31
<5
<5
8.3
68
<5
31
2
0.4
5
5
5
0.1
5
5
mg/kg
mg/kg
mg/kg
mg/kg
mg/kg
mg/kg
mg/kg
mg/kg
<2
< 0.4
32
16
<5
< 0.1
8.1
24
<2
0.7
39
30
33
0.7
14
90
<2
< 0.4
10
6.4
<5
< 0.1
<5
16
<2
< 0.4
38
30
47
0.6
15
87
Arsenic
Cadmium
Chromium
Copper
Lead
Mercury
Nickel
Zinc
Client Sample ID
Sample Matrix
TP08/0.8-1.1
Soil
TP08/1.8-2.0
Soil
TP09/0.4-0.6
Soil
TP09/1.8-2.0
Soil
M16-My16157
M16-My16158
M16-My16159
M16-My16160
May 13, 2016
May 13, 2016
May 13, 2016
May 13, 2016
Date Sampled
Test/Reference
LOR
Unit
Ammonia (as N)
Nitrate (as N)
% Moisture
Heavy Metals
5
5
1
mg/kg
mg/kg
%
9.6
<5
27
26
<5
<5
27
35
<5
27
2
0.4
5
5
mg/kg
mg/kg
mg/kg
mg/kg
<2
< 0.4
47
39
<2
0.5
32
25
<2
0.5
44
35
<2
0.6
26
19
Arsenic
Cadmium
Chromium
Copper
Page 2 of 12
Client Sample ID
Sample Matrix
TP08/0.8-1.1
Soil
TP08/1.8-2.0
Soil
TP09/0.4-0.6
Soil
TP09/1.8-2.0
Soil
M16-My16157
M16-My16158
M16-My16159
M16-My16160
May 13, 2016
May 13, 2016
May 13, 2016
May 13, 2016
Date Sampled
Test/Reference
Heavy Metals
Lead
Mercury
Nickel
Zinc
LOR
Unit
5
0.1
5
5
mg/kg
mg/kg
mg/kg
mg/kg
Client Sample ID
51
0.8
20
81
38
0.6
12
83
Sample Matrix
TP10/0.8-1.1
Soil
TP10/1.8-2.0
Soil
M16-My16161
M16-My16162
May 13, 2016
May 13, 2016
Date Sampled
Test/Reference
LOR
Unit
Ammonia (as N)
Nitrate (as N)
% Moisture
Heavy Metals
5
5
1
mg/kg
mg/kg
%
<5
5.9
28
25
2
0.4
5
5
5
0.1
5
5
mg/kg
mg/kg
mg/kg
mg/kg
mg/kg
mg/kg
mg/kg
mg/kg
<2
< 0.4
44
33
30
0.3
17
51
<2
1.2
17
13
44
0.5
6.5
140
Arsenic
Cadmium
Chromium
Copper
Lead
Mercury
Nickel
Zinc
34
0.5
16
80
37
0.6
9.7
110
Page 3 of 12
Sample History
Where samples are submitted/analysed over several days, the last date of extraction and analysis is reported.
A recent review of our LIMS has resulted in the correction or clarification of some method identifications. Due to this, some of the method reference information on reports has changed. However,
no substantive change has been made to our laboratory methods, and as such there is no change in the validity of current or previous results (regarding both quality and NATA accreditation).
If the date and time of sampling are not provided, the Laboratory will not be responsible for compromised results should testing be performed outside the recommended holding time.
Description
Ammonia (as N)
Testing Site
Melbourne
Extracted
May 18, 2016
Holding Time
7 Day
Melbourne
May 18, 2016
28 Day
Melbourne
May 16, 2016
28 Day
Melbourne
May 16, 2016
14 Day
- Method: APHA 4500-NH3 Ammonia Nitrogen by FIA
Nitrate (as N)
- Method: APHA 4500-NO3 Nitrate Nitrogen by FIA
Metals M8
- Method: LTM-MET-3030 by ICP-OES (hydride ICP-OES for Mercury)
% Moisture
- Method: LTM-GEN-7080 Moisture
Page 4 of 12
ABN – 50 005 085 521
Melbourne
Oakleigh VIC 3166
Phone : +61 3 8564 5000
NATA # 1261
Site # 1254 & 14271
Sydney
Unit F3, Building F
16 Mars Road
Phone : +61 2 9900 8400
NATA # 1261 Site # 18217
Brisbane
Murarrie QLD 4172
Phone : +61 7 3902 4600
NATA # 1261 Site # 20794
.
Company Name:
Address:
Keswick
SA 5035
Project Name:
Project ID:
C & G PARIP
ENAUKESW01447AA
Order No.:
Report #:
Phone:
Fax:
500745
08 8375 4400
08 8375 4499
Received:
Due:
Priority:
Contact Name:
May 16, 2016 10:11 AM
May 23, 2016
5 Day
Felicia Mellors
Ammonia (as N)
HOLD
Nitrate (as N)
Metals M8
Metals M8 filtered
Moisture Set
metals)
X
X
X
X
X
X
X
X
Sample Detail
External Laboratory
No
Sample ID
Matrix
Time
1
TP01/0.5-0.7 May 13, 2016
Soil
2
TP01/1.8-2.0 May 13, 2016
Soil
3
TP02/0.8-1.1 May 13, 2016
Soil
4
TP02/1.8-2.0 May 13, 2016
Soil
5
TP03/0.4-0.6 May 13, 2016
Soil
6
TP03/1.8-2.0 May 13, 2016
Soil
7
TP04/0.8-1.1 May 13, 2016
Soil
8
TP04/1.8-2.0 May 13, 2016
Soil
9
TP05/0.4-0.6 May 13, 2016
Soil
10 TP05/0.8-1.1 May 13, 2016
Soil
LAB ID
M16-My16141
M16-My16142
M16-My16143
M16-My16144
M16-My16145
M16-My16146
M16-My16147
M16-My16148
M16-My16149
M16-My16150
X
X
X
X
X
X
X
X
X
X
X
X
X
X
X
X
X
X
X
X
X
X
X
X
X
X
X
X
X
X
X
X
Date Reported:May 24, 2016
Page 5 of 12
ABN – 50 005 085 521
Company Name:
Address:
Keswick
SA 5035
Project Name:
Project ID:
C & G PARIP
ENAUKESW01447AA
Order No.:
Report #:
Phone:
Fax:
500745
08 8375 4400
08 8375 4499
Melbourne
Oakleigh VIC 3166
Phone : +61 3 8564 5000
NATA # 1261
Site # 1254 & 14271
Sydney
Unit F3, Building F
16 Mars Road
Phone : +61 2 9900 8400
NATA # 1261 Site # 18217
Received:
Due:
Priority:
Contact Name:
Brisbane
Murarrie QLD 4172
Phone : +61 7 3902 4600
NATA # 1261 Site # 20794
May 16, 2016 10:11 AM
May 23, 2016
5 Day
Felicia Mellors
Ammonia (as N)
HOLD
Nitrate (as N)
Metals M8
Metals M8 filtered
Moisture Set
metals)
X
X
X
X
X
X
X
X
Sample Detail
External Laboratory
11 QC3
May 13, 2016
Soil
12 TP05/1.8-2.0 May 13, 2016
Soil
13 TP06/0.4-0.6 May 13, 2016
Soil
14 TP06/1.8-2.0 May 13, 2016
Soil
15 TP07/0.4-0.6 May 13, 2016
Soil
16 TP07/1.8-2.0 May 13, 2016
Soil
17 TP08/0.8-1.1 May 13, 2016
Soil
18 TP08/1.8-2.0 May 13, 2016
Soil
19 TP09/0.4-0.6 May 13, 2016
Soil
20 TP09/1.8-2.0 May 13, 2016
Soil
21 TP10/0.8-1.1 May 13, 2016
Soil
M16-My16151
M16-My16152
M16-My16153
M16-My16154
M16-My16155
M16-My16156
M16-My16157
M16-My16158
M16-My16159
M16-My16160
M16-My16161
X
X
X
X
X
X
X
X
X
X
X
X
X
X
X
X
X
X
X
X
X
X
X
X
X
X
X
X
X
X
X
X
X
X
X
X
Page 6 of 12
ABN – 50 005 085 521
Company Name:
Address:
Keswick
SA 5035
Project Name:
Project ID:
C & G PARIP
ENAUKESW01447AA
Order No.:
Report #:
Phone:
Fax:
500745
08 8375 4400
08 8375 4499
Melbourne
Oakleigh VIC 3166
Phone : +61 3 8564 5000
NATA # 1261
Site # 1254 & 14271
Sydney
Unit F3, Building F
16 Mars Road
Phone : +61 2 9900 8400
NATA # 1261 Site # 18217
Received:
Due:
Priority:
Contact Name:
Brisbane
Murarrie QLD 4172
Phone : +61 7 3902 4600
NATA # 1261 Site # 20794
May 16, 2016 10:11 AM
May 23, 2016
5 Day
Felicia Mellors
Ammonia (as N)
HOLD
Nitrate (as N)
Metals M8
Metals M8 filtered
Moisture Set
metals)
X
X
X
X
X
X
X
X
Sample Detail
External Laboratory
22 TP10/1.8-2.0 May 13, 2016
Soil
23 QC1
May 13, 2016
Water
24 QC2
May 13, 2016
Water
25 MW05
May 13, 2016
Water
26 TP01/0.8-1.0 May 13, 2016
Soil
27 TP02/0.4-0.6 May 13, 2016
Soil
28 TP03/0.8-1.0 May 13, 2016
Soil
29 TP04/0.4-0.6 May 13, 2016
Soil
30 TP06/0.8-1.1 May 13, 2016
Soil
31 QC4
May 13, 2016
Soil
32 TP07/0.8-1.1 May 13, 2016
Soil
M16-My16162
M16-My16163
M16-My16164
M16-My16165
M16-My16217
M16-My16218
M16-My16219
M16-My16220
M16-My16221
M16-My16222
M16-My16223
X
X
X
X
X
X
X
X
X
X
X
X
X
X
Page 7 of 12
ABN – 50 005 085 521
Company Name:
Address:
Keswick
SA 5035
Project Name:
Project ID:
C & G PARIP
ENAUKESW01447AA
Order No.:
Report #:
Phone:
Fax:
500745
08 8375 4400
08 8375 4499
Melbourne
Oakleigh VIC 3166
Phone : +61 3 8564 5000
NATA # 1261
Site # 1254 & 14271
Sydney
Unit F3, Building F
16 Mars Road
Phone : +61 2 9900 8400
NATA # 1261 Site # 18217
Received:
Due:
Priority:
Contact Name:
Brisbane
Murarrie QLD 4172
Phone : +61 7 3902 4600
NATA # 1261 Site # 20794
May 16, 2016 10:11 AM
May 23, 2016
5 Day
Felicia Mellors
Ammonia (as N)
HOLD
Nitrate (as N)
Metals M8
Metals M8 filtered
Moisture Set
metals)
X
X
X
X
X
X
X
X
14
X
X
X
10
14
22
1
22
1
1
Sample Detail
External Laboratory
33 TP08/0.4-0.6 May 13, 2016
Soil
34 TP09/0.8-1.1 May 13, 2016
Soil
35 TP10/0.4-0.6 May 13, 2016
Soil
Test Counts
M16-My16224
M16-My16225
M16-My16226
Page 8 of 12
Internal Quality Control Review and Glossary
General
1.
Laboratory QC results for Method Blanks, Duplicates, Matrix Spikes, and Laboratory Control Samples are included in this QC report where applicable. Additional QC data may be available on
request.
2.
All soil results are reported on a dry basis, unless otherwise stated.
3.
Actual LORs are matrix dependant. Quoted LORs may be raised where sample extracts are diluted due to interferences.
4.
Results are uncorrected for matrix spikes or surrogate recoveries.
5.
SVOC analysis on waters are performed on homogenised, unfiltered samples, unless noted otherwise.
6.
Samples were analysed on an 'as received' basis. 7. This report replaces any interim results previously issued.
Holding Times
Please refer to 'Sample Preservation and Container Guide' for holding times (QS3001).
For samples received on the last day of holding time, notification of testing requirements should have been received at least 6 hours prior to sample receipt deadlines as stated on the Sample
Receipt Advice.
If the Laboratory did not receive the information in the required timeframe, and regardless of any other integrity issues, suitably qualified results may still be reported.
Holding times apply from the date of sampling, therefore compliance to these may be outside the laboratory's control.
**NOTE: pH duplicates are reported as a range NOT as RPD
Units
mg/kg: milligrams per Kilogram
mg/l: milligrams per litre
ug/l: micrograms per litre
ppm: Parts per million
ppb: Parts per billion
%: Percentage
org/100ml: Organisms per 100 millilitres
NTU: Nephelometric Turbidity Units
MPN/100mL: Most Probable Number of organisms per 100 millilitres
Terms
Dry
Where a moisture has been determined on a solid sample the result is expressed on a dry basis.
LOR
Limit of Reporting.
SPIKE
Addition of the analyte to the sample and reported as percentage recovery.
RPD
Relative Percent Difference between two Duplicate pieces of analysis.
LCS
Laboratory Control Sample - reported as percent recovery
CRM
Certified Reference Material - reported as percent recovery
Method Blank
In the case of solid samples these are performed on laboratory certified clean sands.
In the case of water samples these are performed on de-ionised water.
Surr - Surrogate
The addition of a like compound to the analyte target and reported as percentage recovery.
Duplicate
A second piece of analysis from the same sample and reported in the same units as the result to show comparison.
Batch Duplicate
A second piece of analysis from a sample outside of the clients batch of samples but run within the laboratory batch of analysis.
Batch SPIKE
Spike recovery reported on a sample from outside of the clients batch of samples but run within the laboratory batch of analysis.
USEPA
United States Environmental Protection Agency
APHA
American Public Health Association
TCLP
Toxicity Characteristic Leaching Procedure
COC
Chain of Custody
SRA
CP
Client Parent - QC was performed on samples pertaining to this report
NCP
Non-Client Parent - QC performed on samples not pertaining to this report, QC is representative of the sequence or batch that client samples were analysed within
TEQ
Toxic Equivalency Quotient
QC - Acceptance Criteria
RPD Duplicates: Global RPD Duplicates Acceptance Criteria is 30% however the following acceptance guidelines are equally applicable:
Results <10 times the LOR : No Limit
Results between 10-20 times the LOR : RPD must lie between 0-50%
Results >20 times the LOR : RPD must lie between 0-30%
Surrogate Recoveries : Recoveries must lie between 50-150% - Phenols 20-130%.
QC Data General Comments
1.
Where a result is reported as a less than (<), higher than the nominated LOR, this is due to either matrix interference, extract dilution required due to interferences or contaminant levels within
the sample, high moisture content or insufficient sample provided.
2.
Duplicate data shown within this report that states the word "BATCH" is a Batch Duplicate from outside of your sample batch, but within the laboratory sample batch at a 1:10 ratio. The Parent
and Duplicate data shown is not data from your samples.
3.
Organochlorine Pesticide analysis - where reporting LCS data, Toxaphene & Chlordane are not added to the LCS.
4.
Organochlorine Pesticide analysis - where reporting Spike data, Toxaphene is not added to the Spike.
5.
Total Recoverable Hydrocarbons - where reporting Spike & LCS data, a single spike of commercial Hydrocarbon products in the range of C12-C30 is added and it's Total Recovery is reported
in the C10-C14 cell of the Report.
6.
pH and Free Chlorine analysed in the laboratory - Analysis on this test must begin within 30 minutes of sampling.Therefore laboratory analysis is unlikely to be completed within holding time.
Analysis will begin as soon as possible after sample receipt.
7.
Recovery Data (Spikes & Surrogates) - where chromatographic interference does not allow the determination of Recovery the term "INT" appears against that analyte.
8.
Polychlorinated Biphenyls are spiked only using Aroclor 1260 in Matrix Spikes and LCS.
9.
For Matrix Spikes and LCS results a dash " -" in the report means that the specific analyte was not added to the QC sample.
10. Duplicate RPDs are calculated from raw analytical data thus it is possible to have two sets of data.
Page 9 of 12
Quality Control Results
Test
Method Blank
Ammonia (as N)
Nitrate (as N)
Method Blank
Heavy Metals
Arsenic
Cadmium
Chromium
Copper
Lead
Mercury
Nickel
Zinc
LCS - % Recovery
Ammonia (as N)
Nitrate (as N)
LCS - % Recovery
Heavy Metals
Arsenic
Cadmium
Chromium
Copper
Lead
Mercury
Nickel
Zinc
Test
Spike - % Recovery
Heavy Metals
Arsenic
Cadmium
Chromium
Copper
Lead
Mercury
Nickel
Zinc
Spike - % Recovery
Ammonia (as N)
Nitrate (as N)
Test
Acceptance Pass Qualifying
Limits
Limits
Code
Units
Result 1
mg/kg
mg/kg
<5
<5
5
5
Pass
Pass
mg/kg
mg/kg
mg/kg
mg/kg
mg/kg
mg/kg
mg/kg
mg/kg
<2
< 0.4
<5
<5
<5
< 0.1
<5
<5
2
0.4
5
5
5
0.1
5
5
Pass
Pass
Pass
Pass
Pass
Pass
Pass
Pass
%
%
99
96
70-130
70-130
Pass
Pass
%
%
%
%
%
%
%
%
101
90
95
97
95
106
93
85
80-120
Pass
80-120
Pass
80-120
Pass
80-120
Pass
80-120
Pass
75-125
Pass
80-120
Pass
80-120
Pass
Limits
Limits
Code
Lab Sample ID
QA
Source
Units
Result 1
M16-My17924
M16-My17924
M16-My16524
M16-My17924
M16-My16524
M16-My15420
M16-My16524
M16-My16600
NCP
NCP
NCP
NCP
NCP
NCP
NCP
NCP
%
%
%
%
%
%
%
%
Result 1
84
83
81
98
76
102
76
83
M16-My16147
M16-My16147
%
%
Result 1
86
83
Lab Sample ID
CP
CP
QA
Source
Units
Result 1
M16-My15836
NCP
%
Result 1
<1
Result 2
<1
RPD
<1
30%
Pass
M16-My17933
M16-My17933
M16-My17933
M16-My17933
NCP
NCP
NCP
NCP
mg/kg
mg/kg
mg/kg
mg/kg
Result 1
6.8
< 0.4
41
19
Result 2
9.5
< 0.4
45
23
RPD
34
<1
8.0
22
30%
30%
30%
30%
Fail
Pass
Pass
Pass
75-125
75-125
75-125
75-125
75-125
70-130
75-125
75-125
Pass
Pass
Pass
Pass
Pass
Pass
Pass
Pass
70-130
Pass
70-130
Pass
Limits
Limits
Code
Duplicate
% Moisture
Duplicate
Heavy Metals
Arsenic
Cadmium
Chromium
Copper
Q15
Page 10 of 12
Duplicate
Heavy Metals
Lead
Mercury
Nickel
Zinc
Duplicate
Ammonia (as N)
Nitrate (as N)
M16-My17933
M16-My15420
M16-My17933
M16-My17933
NCP
NCP
NCP
NCP
mg/kg
mg/kg
mg/kg
mg/kg
Result 1
73
< 0.1
12
59
Result 2
85
< 0.1
11
71
RPD
15
<1
8.0
19
30%
30%
30%
30%
Pass
Pass
Pass
Pass
M16-My16145
M16-My16145
CP
CP
mg/kg
mg/kg
Result 1
<5
17
Result 2
<5
18
RPD
<1
5.0
30%
30%
Pass
Pass
Page 11 of 12
Comments
Sample Integrity
Custody Seals Intact (if used)
N/A
Attempt to Chill was evident
Yes
Sample correctly preserved
Yes
Appropriate sample containers have been used
Yes
Sample containers for volatile analysis received with minimal headspace
Yes
Samples received within HoldingTime
Yes
Some samples have been subcontracted
No
Qualifier Codes/Comments
Code
Description
Q15
The RPD reported passes Eurofins | mgt's QC - Acceptance Criteria as defined in the Internal Quality Control Review and Glossary page of this report.
Authorised By
Onur Mehmet
Analytical Services Manager
Emily Rosenberg
Senior Analyst-Metal (VIC)
Huong Le
Senior Analyst-Inorganic (VIC)
Glenn Jackson
National Operations Manager
- Indicates Not Requested
* Indicates NATA accreditation does not cover the performance of this service
Uncertainty data is available on request
Eurofins | mgt shall not be liable for loss, cost, damages or expenses incurred by the client, or any other person or company, resulting from the use of any information or interpretation given in this report. In no case shall Eurofins | mgt be liable for consequential damages including, but not
limited to, lost profits, damages for failure to meet deadlines and lost production arising from this report. This document shall not be reproduced except in full and relates only to the items tested. Unless indicated otherwise, the tests were performed on the samples as received.
Page 12 of 12
Certificate of Analysis
NATA Accredited
Accreditation Number 1261
Site Number 1254
Keswick
SA 5035
Accredited for compliance with ISO/IEC 17025.
The results of the tests, calibrations and/or
measurements included in this document are traceable
to Australian/national standards.
Attention:
Felicia Mellors
Report
Project name
Project ID
Received Date
500745-W
C & G PARIP
ENAUKESW01447AA
May 16, 2016
Client Sample ID
Sample Matrix
QC1
Water
QC2
Water
MW05
Water
M16-My16163
M16-My16164
M16-My16165
May 13, 2016
May 13, 2016
May 13, 2016
Date Sampled
Test/Reference
LOR
TRH C6-C10 less BTEX (F1)N04
0.02
Ammonia (as N)
0.01
Cyanide (total)
0.005
Fluoride
0.5
Nitrate (as N)
0.02
pH
0.1
Total Recoverable Hydrocarbons - 1999 NEPM Fractions
Unit
mg/L
mg/L
mg/L
mg/L
mg/L
pH Units
< 0.02
-
-
0.02
0.05
0.1
0.1
0.1
mg/L
mg/L
mg/L
mg/L
mg/L
< 0.02
-
-
Comments
Benzene
0.001
Toluene
0.001
Ethylbenzene
0.001
m&p-Xylenes
0.002
o-Xylene
0.001
Xylenes - Total
0.003
4-Bromofluorobenzene (surr.)
1
mg/L
mg/L
mg/L
mg/L
mg/L
mg/L
%
< 0.001
< 0.001
< 0.001
< 0.002
< 0.001
< 0.003
94
-
G01
< 0.004
< 0.004
< 0.004
< 0.008
< 0.004
< 0.012
111
TRH C6-C9
TRH C10-C14
TRH C15-C28
TRH C29-C36
TRH C10-36 (Total)
BTEX
38
< 0.005
< 0.5
< 0.2
7.4
G01
< 0.08
< 0.05
< 0.1
< 0.1
< 0.1
TRH C6-C10
Volatile Organics
0.02
mg/L
< 0.02
-
-
NaphthaleneN02
Halogenated Volatile Organics
0.01
mg/L
< 0.01
-
-
0.001
0.001
0.001
0.001
0.001
0.001
0.001
0.001
mg/L
mg/L
mg/L
mg/L
mg/L
mg/L
mg/L
mg/L
-
-
G01
< 0.004
< 0.004
< 0.004
< 0.004
< 0.004
< 0.004
< 0.004
< 0.004
Comments
1.1-Dichloroethane
1.1-Dichloroethene
1.1.1-Trichloroethane
1.1.1.2-Tetrachloroethane
1.2-Dibromoethane
1.2-Dichlorobenzene
Page 1 of 23
Report Number: 500745-W
Client Sample ID
Sample Matrix
QC1
Water
QC2
Water
MW05
Water
M16-My16163
M16-My16164
M16-My16165
May 13, 2016
May 13, 2016
May 13, 2016
Date Sampled
Test/Reference
LOR
Unit
1.2-Dichloroethane
0.001
1.2-Dichloropropane
0.001
1.2.3-Trichloropropane
0.001
1.3-Dichlorobenzene
0.001
1.3-Dichloropropane
0.001
1.4-Dichlorobenzene
0.001
0.001
Bromoform
0.001
Bromomethane
0.001
Carbon Tetrachloride
0.001
Chlorobenzene
0.001
Chloroform
0.005
Chloromethane
0.001
cis-1.2-Dichloroethene
0.001
cis-1.3-Dichloropropene
0.001
Dibromochloromethane
0.001
Dibromomethane
0.001
Iodomethane
0.001
Methylene Chloride
0.001
Tetrachloroethene
0.001
trans-1.2-Dichloroethene
0.001
trans-1.3-Dichloropropene
0.001
Trichloroethene
0.001
0.001
Vinyl chloride
0.001
Fluorobenzene (surr.)
1
mg/L
mg/L
mg/L
mg/L
mg/L
mg/L
mg/L
mg/L
mg/L
mg/L
mg/L
mg/L
mg/L
mg/L
mg/L
mg/L
mg/L
mg/L
mg/L
mg/L
mg/L
mg/L
mg/L
mg/L
mg/L
%
-
-
NaphthaleneN02
TRH C6-C10
TRH C6-C10 less BTEX (F1)N04
TRH >C10-C16 less Naphthalene (F2)N01
Polycyclic Aromatic Hydrocarbons
0.01
0.02
0.02
0.05
mg/L
mg/L
mg/L
mg/L
-
-
Acenaphthene
Acenaphthylene
Anthracene
Benz(a)anthracene
Benzo(a)pyrene
Benzo(b&j)fluorantheneN07
Benzo(g.h.i)perylene
Chrysene
Dibenz(a.h)anthracene
Fluoranthene
Fluorene
Indeno(1.2.3-cd)pyrene
Naphthalene
Phenanthrene
Pyrene
Total PAH*
0.001
0.001
0.001
0.001
0.001
0.001
0.001
0.001
0.001
0.001
0.001
0.001
0.001
0.001
0.001
0.001
0.001
mg/L
mg/L
mg/L
mg/L
mg/L
mg/L
mg/L
mg/L
mg/L
mg/L
mg/L
mg/L
mg/L
mg/L
mg/L
mg/L
mg/L
-
-
< 0.004
< 0.004
< 0.004
< 0.004
< 0.004
< 0.004
< 0.004
< 0.004
< 0.004
< 0.004
< 0.004
< 0.005
< 0.004
< 0.004
< 0.004
< 0.004
< 0.004
< 0.004
< 0.004
< 0.004
< 0.004
< 0.004
< 0.004
< 0.004
< 0.004
96
G01
< 0.04
< 0.08
G01
< 0.08
< 0.05
G01
< 0.001
< 0.001
< 0.001
< 0.001
< 0.001
< 0.001
< 0.001
< 0.001
< 0.001
< 0.001
< 0.001
< 0.001
< 0.001
< 0.001
< 0.001
< 0.001
< 0.001
Page 2 of 23
Client Sample ID
Sample Matrix
QC1
Water
QC2
Water
MW05
Water
M16-My16163
M16-My16164
M16-My16165
May 13, 2016
May 13, 2016
May 13, 2016
Date Sampled
Test/Reference
LOR
Unit
1
1
%
%
-
-
59
56
Chlordanes - Total
4.4'-DDD
4.4'-DDE
4.4'-DDT
a-BHC
Aldrin
b-BHC
d-BHC
Dieldrin
Endosulfan I
Endosulfan II
Endosulfan sulphate
Endrin
Endrin aldehyde
Endrin ketone
g-BHC (Lindane)
Heptachlor
Heptachlor epoxide
Hexachlorobenzene
Methoxychlor
Toxaphene
Dibutylchlorendate (surr.)
Tetrachloro-m-xylene (surr.)
Organophosphorus Pesticides
0.001
0.0001
0.0001
0.0001
0.0001
0.0001
0.0001
0.0001
0.0001
0.0001
0.0001
0.0001
0.0001
0.0001
0.0001
0.0001
0.0001
0.0001
0.0001
0.0001
0.01
1
1
mg/L
mg/L
mg/L
mg/L
mg/L
mg/L
mg/L
mg/L
mg/L
mg/L
mg/L
mg/L
mg/L
mg/L
mg/L
mg/L
mg/L
mg/L
mg/L
mg/L
mg/L
%
%
-
-
< 0.001
< 0.0001
< 0.0001
< 0.0001
< 0.0001
< 0.0001
< 0.0001
< 0.0001
< 0.0001
< 0.0001
< 0.0001
< 0.0001
< 0.0001
< 0.0001
< 0.0001
< 0.0001
< 0.0001
< 0.0001
< 0.0001
< 0.0001
< 0.01
80
92
Azinphos-methyl
Bolstar
Chlorfenvinphos
Chlorpyrifos
Chlorpyrifos-methyl
Coumaphos
Demeton-S
Demeton-O
Diazinon
Dichlorvos
Dimethoate
Disulfoton
EPN
Ethion
Ethoprop
Ethyl parathion
Fenitrothion
Fensulfothion
Fenthion
Malathion
Merphos
Methyl parathion
0.002
0.002
0.002
0.02
0.002
0.02
0.02
0.002
0.002
0.002
0.002
0.002
0.002
0.002
0.002
0.002
0.002
0.002
0.002
0.002
0.002
0.002
mg/L
mg/L
mg/L
mg/L
mg/L
mg/L
mg/L
mg/L
mg/L
mg/L
mg/L
mg/L
mg/L
mg/L
mg/L
mg/L
mg/L
mg/L
mg/L
mg/L
mg/L
mg/L
-
-
< 0.002
< 0.002
< 0.002
< 0.02
< 0.002
< 0.02
< 0.02
< 0.002
< 0.002
< 0.002
< 0.002
< 0.002
< 0.002
< 0.002
< 0.002
< 0.002
< 0.002
< 0.002
< 0.002
< 0.002
< 0.002
< 0.002
2-Fluorobiphenyl (surr.)
p-Terphenyl-d14 (surr.)
Organochlorine Pesticides
Page 3 of 23
Client Sample ID
Sample Matrix
QC1
Water
QC2
Water
MW05
Water
M16-My16163
M16-My16164
M16-My16165
May 13, 2016
May 13, 2016
May 13, 2016
Date Sampled
Test/Reference
LOR
Unit
Mevinphos
Monocrotophos
Naled
Omethoate
Phorate
Pirimiphos-methyl
Pyrazophos
Ronnel
Terbufos
Tetrachlorvinphos
Tokuthion
Trichloronate
Triphenylphosphate (surr.)
0.002
0.002
0.002
0.002
0.002
0.02
0.002
0.002
0.002
0.002
0.002
0.002
1
mg/L
mg/L
mg/L
mg/L
mg/L
mg/L
mg/L
mg/L
mg/L
mg/L
mg/L
mg/L
%
-
-
< 0.002
< 0.002
< 0.002
< 0.002
< 0.002
< 0.02
< 0.002
< 0.002
< 0.002
< 0.002
< 0.002
< 0.002
74
Aroclor-1016
Aroclor-1221
Aroclor-1232
Aroclor-1242
Aroclor-1248
Aroclor-1254
Aroclor-1260
Total PCB*
Dibutylchlorendate (surr.)
Tetrachloro-m-xylene (surr.)
Phenols (Halogenated)
0.001
0.001
0.001
0.001
0.001
0.001
0.001
0.001
1
1
mg/L
mg/L
mg/L
mg/L
mg/L
mg/L
mg/L
mg/L
%
%
-
-
< 0.001
< 0.001
< 0.001
< 0.001
< 0.001
< 0.001
< 0.001
< 0.001
80
92
2-Chlorophenol
2.4-Dichlorophenol
2.4.5-Trichlorophenol
2.6-Dichlorophenol
4-Chloro-3-methylphenol
Pentachlorophenol
Tetrachlorophenols - Total
Total Halogenated Phenol*
Phenols (non-Halogenated)
0.003
0.003
0.01
0.01
0.003
0.01
0.01
0.03
0.01
mg/L
mg/L
mg/L
mg/L
mg/L
mg/L
mg/L
mg/L
mg/L
-
-
< 0.003
< 0.003
< 0.01
< 0.01
< 0.003
< 0.01
< 0.01
< 0.03
< 0.01
2-Cyclohexyl-4.6-dinitrophenol
2-Methyl-4.6-dinitrophenol
2-Methylphenol (o-Cresol)
2-Nitrophenol
2.4-Dimethylphenol
2.4-Dinitrophenol
3&4-Methylphenol (m&p-Cresol)
4-Nitrophenol
Dinoseb
Phenol
Total Non-Halogenated Phenol*
Phenol-d6 (surr.)
0.1
0.03
0.003
0.01
0.003
0.03
0.006
0.03
0.1
0.003
0.1
1
mg/L
mg/L
mg/L
mg/L
mg/L
mg/L
mg/L
mg/L
mg/L
mg/L
mg/L
%
-
-
< 0.1
< 0.03
< 0.003
< 0.01
< 0.003
< 0.03
< 0.006
< 0.03
< 0.1
< 0.003
< 0.1
79
Page 4 of 23
Client Sample ID
Sample Matrix
QC1
Water
QC2
Water
MW05
Water
M16-My16163
M16-My16164
M16-My16165
May 13, 2016
May 13, 2016
May 13, 2016
Date Sampled
Test/Reference
LOR
Unit
TRH >C10-C16
TRH >C16-C34
TRH >C34-C40
Heavy Metals
0.05
0.1
0.1
mg/L
mg/L
mg/L
-
-
< 0.05
< 0.1
< 0.1
0.005
0.001
0.02
0.001
0.05
0.0002
0.001
0.001
0.001
0.001
0.005
0.0001
0.005
0.001
0.001
0.005
0.001
mg/L
mg/L
mg/L
mg/L
mg/L
mg/L
mg/L
mg/L
mg/L
mg/L
mg/L
mg/L
mg/L
mg/L
mg/L
mg/L
mg/L
-
< 0.001
< 0.0002
< 0.001
< 0.001
< 0.001
< 0.0001
< 0.001
< 0.001
G01
< 0.05
0.086
0.13
< 0.01
10
< 0.002
< 0.01
< 0.01
< 0.01
< 0.01
< 0.05
< 0.001
< 0.05
< 0.01
0.026
< 0.05
< 0.01
Comments
Antimony (filtered)
Arsenic (filtered)
Barium (filtered)
Beryllium (filtered)
Boron (filtered)
Cadmium (filtered)
Chromium (filtered)
Cobalt (filtered)
Copper (filtered)
Lead (filtered)
Manganese (filtered)
Mercury (filtered)
Molybdenum (filtered)
Nickel (filtered)
Selenium (filtered)
Tin (filtered)
Zinc (filtered)
Page 5 of 23
Sample History
Where samples are submitted/analysed over several days, the last date of extraction and analysis is reported.
A recent review of our LIMS has resulted in the correction or clarification of some method identifications. Due to this, some of the method reference information on reports has changed. However,
no substantive change has been made to our laboratory methods, and as such there is no change in the validity of current or previous results (regarding both quality and NATA accreditation).
If the date and time of sampling are not provided, the Laboratory will not be responsible for compromised results should testing be performed outside the recommended holding time.
Description
TRH C6-C10 less BTEX (F1)
Testing Site
Melbourne
Extracted
May 16, 2016
Holding Time
14 Day
Melbourne
May 19, 2016
7 Day
Melbourne
May 16, 2016
14 Day
Melbourne
May 16, 2016
7 Day
Melbourne
May 16, 2016
7 Day
Melbourne
May 16, 2016
7 Day
Melbourne
May 17, 2016
28 Day
Melbourne
May 17, 2016
7 Day
Melbourne
May 16, 2016
28 Day
Melbourne
May 16, 2016
14 Day
Melbourne
May 23, 2016
28 Day
Melbourne
May 17, 2016
0 Hours
Melbourne
May 16, 2016
7 Day
Melbourne
May 19, 2016
7 Day
Melbourne
May 19, 2016
7 Day
Melbourne
May 19, 2016
7 Day
Melbourne
May 19, 2016
7 Day
Melbourne
May 19, 2016
7 Day
Melbourne
May 19, 2016
7 Day
Melbourne
May 19, 2016
7 Day
Melbourne
May 16, 2016
28 Day
- Method: LM-LTM-ORG-2010
- Method: TRH C6-C36 - LTM-ORG-2010
BTEX
Volatile Organics
- Method: USEPA 8260 - MGT 350A Volatile Organics by GCMS
Ammonia (as N)
- Method: APHA 4500-NH3 Ammonia Nitrogen by FIA
Nitrate (as N)
- Method: APHA 4500-NO3 Nitrate Nitrogen by FIA
Metals M8 filtered
- Method: LTM-MET-3040 Metals in Waters by ICP-MS
Broad Contaminant Screen (filtered metals)
Cyanide (total)
- Method: LTM-INO-4020 Total Free WAD Cyanide by CFA
Fluoride
- Method: LM-LTM-INO-4300 (Fluoride by Ion Chromatography)
pH
- Method: LTM-GEN-7090 pH in water by ISE
- Method: USEPA 8260 MGT 350A Halogenated Volatile Organics
- Method: USEPA 8270 Polycyclic Aromatic Hydrocarbons
- Method: USEPA 8081 Organochlorine Pesticides
- Method: LTM-ORG-2200 Organophosphorus Pesticides by GC-MS
- Method: USEPA 8082 Polychlorinated Biphenyls
- Method: USEPA 8270 Phenols
- Method: USEPA 8270 Phenols
Coffey Broad Screen Metals : Metals M17BS filtered
- Method: LTM-MET-3040 Metals in Waters by ICP-MS
Page 6 of 23
ABN – 50 005 085 521
Melbourne
Oakleigh VIC 3166
Phone : +61 3 8564 5000
NATA # 1261
Site # 1254 & 14271
Sydney
Unit F3, Building F
16 Mars Road
Phone : +61 2 9900 8400
NATA # 1261 Site # 18217
Brisbane
Murarrie QLD 4172
Phone : +61 7 3902 4600
NATA # 1261 Site # 20794
.
Company Name:
Address:
Keswick
SA 5035
Project Name:
Project ID:
C & G PARIP
ENAUKESW01447AA
Order No.:
Report #:
Phone:
Fax:
500745
08 8375 4400
08 8375 4499
Received:
Due:
Priority:
Contact Name:
May 16, 2016 10:11 AM
May 23, 2016
5 Day
Felicia Mellors
Ammonia (as N)
HOLD
Nitrate (as N)
Metals M8
Metals M8 filtered
Moisture Set
metals)
X
X
X
X
X
X
X
X
Sample Detail
External Laboratory
No
Sample ID
Matrix
Time
1
TP01/0.5-0.7 May 13, 2016
Soil
2
TP01/1.8-2.0 May 13, 2016
Soil
3
TP02/0.8-1.1 May 13, 2016
Soil
4
TP02/1.8-2.0 May 13, 2016
Soil
5
TP03/0.4-0.6 May 13, 2016
Soil
6
TP03/1.8-2.0 May 13, 2016
Soil
7
TP04/0.8-1.1 May 13, 2016
Soil
8
TP04/1.8-2.0 May 13, 2016
Soil
9
TP05/0.4-0.6 May 13, 2016
Soil
10 TP05/0.8-1.1 May 13, 2016
Soil
LAB ID
M16-My16141
M16-My16142
M16-My16143
M16-My16144
M16-My16145
M16-My16146
M16-My16147
M16-My16148
M16-My16149
M16-My16150
X
X
X
X
X
X
X
X
X
X
X
X
X
X
X
X
X
X
X
X
X
X
X
X
X
X
X
X
X
X
X
X
Page 7 of 23
ABN – 50 005 085 521
Company Name:
Address:
Keswick
SA 5035
Project Name:
Project ID:
C & G PARIP
ENAUKESW01447AA
Order No.:
Report #:
Phone:
Fax:
500745
08 8375 4400
08 8375 4499
Melbourne
Oakleigh VIC 3166
Phone : +61 3 8564 5000
NATA # 1261
Site # 1254 & 14271
Sydney
Unit F3, Building F
16 Mars Road
Phone : +61 2 9900 8400
NATA # 1261 Site # 18217
Received:
Due:
Priority:
Contact Name:
Brisbane
Murarrie QLD 4172
Phone : +61 7 3902 4600
NATA # 1261 Site # 20794
May 16, 2016 10:11 AM
May 23, 2016
5 Day
Felicia Mellors
Ammonia (as N)
HOLD
Nitrate (as N)
Metals M8
Metals M8 filtered
Moisture Set
metals)
X
X
X
X
X
X
X
X
Sample Detail
External Laboratory
11 QC3
May 13, 2016
Soil
12 TP05/1.8-2.0 May 13, 2016
Soil
13 TP06/0.4-0.6 May 13, 2016
Soil
14 TP06/1.8-2.0 May 13, 2016
Soil
15 TP07/0.4-0.6 May 13, 2016
Soil
16 TP07/1.8-2.0 May 13, 2016
Soil
17 TP08/0.8-1.1 May 13, 2016
Soil
18 TP08/1.8-2.0 May 13, 2016
Soil
19 TP09/0.4-0.6 May 13, 2016
Soil
20 TP09/1.8-2.0 May 13, 2016
Soil
21 TP10/0.8-1.1 May 13, 2016
Soil
M16-My16151
M16-My16152
M16-My16153
M16-My16154
M16-My16155
M16-My16156
M16-My16157
M16-My16158
M16-My16159
M16-My16160
M16-My16161
X
X
X
X
X
X
X
X
X
X
X
X
X
X
X
X
X
X
X
X
X
X
X
X
X
X
X
X
X
X
X
X
X
X
X
X
Page 8 of 23
ABN – 50 005 085 521
Company Name:
Address:
Keswick
SA 5035
Project Name:
Project ID:
C & G PARIP
ENAUKESW01447AA
Order No.:
Report #:
Phone:
Fax:
500745
08 8375 4400
08 8375 4499
Melbourne
Oakleigh VIC 3166
Phone : +61 3 8564 5000
NATA # 1261
Site # 1254 & 14271
Sydney
Unit F3, Building F
16 Mars Road
Phone : +61 2 9900 8400
NATA # 1261 Site # 18217
Received:
Due:
Priority:
Contact Name:
Brisbane
Murarrie QLD 4172
Phone : +61 7 3902 4600
NATA # 1261 Site # 20794
May 16, 2016 10:11 AM
May 23, 2016
5 Day
Felicia Mellors
Ammonia (as N)
HOLD
Nitrate (as N)
Metals M8
Metals M8 filtered
Moisture Set
metals)
X
X
X
X
X
X
X
X
Sample Detail
External Laboratory
22 TP10/1.8-2.0 May 13, 2016
Soil
23 QC1
May 13, 2016
Water
24 QC2
May 13, 2016
Water
25 MW05
May 13, 2016
Water
26 TP01/0.8-1.0 May 13, 2016
Soil
27 TP02/0.4-0.6 May 13, 2016
Soil
28 TP03/0.8-1.0 May 13, 2016
Soil
29 TP04/0.4-0.6 May 13, 2016
Soil
30 TP06/0.8-1.1 May 13, 2016
Soil
31 QC4
May 13, 2016
Soil
32 TP07/0.8-1.1 May 13, 2016
Soil
M16-My16162
M16-My16163
M16-My16164
M16-My16165
M16-My16217
M16-My16218
M16-My16219
M16-My16220
M16-My16221
M16-My16222
M16-My16223
X
X
X
X
X
X
X
X
X
X
X
X
X
X
Page 9 of 23
ABN – 50 005 085 521
Company Name:
Address:
Keswick
SA 5035
Project Name:
Project ID:
C & G PARIP
ENAUKESW01447AA
Order No.:
Report #:
Phone:
Fax:
500745
08 8375 4400
08 8375 4499
Melbourne
Oakleigh VIC 3166
Phone : +61 3 8564 5000
NATA # 1261
Site # 1254 & 14271
Sydney
Unit F3, Building F
16 Mars Road
Phone : +61 2 9900 8400
NATA # 1261 Site # 18217
Received:
Due:
Priority:
Contact Name:
Brisbane
Murarrie QLD 4172
Phone : +61 7 3902 4600
NATA # 1261 Site # 20794
May 16, 2016 10:11 AM
May 23, 2016
5 Day
Felicia Mellors
Ammonia (as N)
HOLD
Nitrate (as N)
Metals M8
Metals M8 filtered
Moisture Set
metals)
X
X
X
X
X
X
X
X
14
X
X
X
10
14
22
1
22
1
1
Sample Detail
External Laboratory
33 TP08/0.4-0.6 May 13, 2016
Soil
34 TP09/0.8-1.1 May 13, 2016
Soil
35 TP10/0.4-0.6 May 13, 2016
Soil
Test Counts
M16-My16224
M16-My16225
M16-My16226
Page 10 of 23
Internal Quality Control Review and Glossary
General
1.
Laboratory QC results for Method Blanks, Duplicates, Matrix Spikes, and Laboratory Control Samples are included in this QC report where applicable. Additional QC data may be available on
request.
2.
All soil results are reported on a dry basis, unless otherwise stated.
3.
Actual LORs are matrix dependant. Quoted LORs may be raised where sample extracts are diluted due to interferences.
4.
Results are uncorrected for matrix spikes or surrogate recoveries.
5.
SVOC analysis on waters are performed on homogenised, unfiltered samples, unless noted otherwise.
6.
Samples were analysed on an 'as received' basis. 7. This report replaces any interim results previously issued.
Holding Times
Please refer to 'Sample Preservation and Container Guide' for holding times (QS3001).
For samples received on the last day of holding time, notification of testing requirements should have been received at least 6 hours prior to sample receipt deadlines as stated on the Sample
Receipt Advice.
If the Laboratory did not receive the information in the required timeframe, and regardless of any other integrity issues, suitably qualified results may still be reported.
Holding times apply from the date of sampling, therefore compliance to these may be outside the laboratory's control.
**NOTE: pH duplicates are reported as a range NOT as RPD
Units
mg/kg: milligrams per Kilogram
mg/l: milligrams per litre
ug/l: micrograms per litre
ppm: Parts per million
ppb: Parts per billion
%: Percentage
org/100ml: Organisms per 100 millilitres
NTU: Nephelometric Turbidity Units
MPN/100mL: Most Probable Number of organisms per 100 millilitres
Terms
Dry
Where a moisture has been determined on a solid sample the result is expressed on a dry basis.
LOR
Limit of Reporting.
SPIKE
Addition of the analyte to the sample and reported as percentage recovery.
RPD
Relative Percent Difference between two Duplicate pieces of analysis.
LCS
Laboratory Control Sample - reported as percent recovery
CRM
Certified Reference Material - reported as percent recovery
Method Blank
In the case of solid samples these are performed on laboratory certified clean sands.
In the case of water samples these are performed on de-ionised water.
Surr - Surrogate
The addition of a like compound to the analyte target and reported as percentage recovery.
Duplicate
A second piece of analysis from the same sample and reported in the same units as the result to show comparison.
Batch Duplicate
A second piece of analysis from a sample outside of the clients batch of samples but run within the laboratory batch of analysis.
Batch SPIKE
Spike recovery reported on a sample from outside of the clients batch of samples but run within the laboratory batch of analysis.
USEPA
United States Environmental Protection Agency
APHA
American Public Health Association
TCLP
Toxicity Characteristic Leaching Procedure
COC
Chain of Custody
SRA
CP
Client Parent - QC was performed on samples pertaining to this report
NCP
Non-Client Parent - QC performed on samples not pertaining to this report, QC is representative of the sequence or batch that client samples were analysed within
TEQ
Toxic Equivalency Quotient
QC - Acceptance Criteria
RPD Duplicates: Global RPD Duplicates Acceptance Criteria is 30% however the following acceptance guidelines are equally applicable:
Results <10 times the LOR : No Limit
Results between 10-20 times the LOR : RPD must lie between 0-50%
Results >20 times the LOR : RPD must lie between 0-30%
Surrogate Recoveries : Recoveries must lie between 50-150% - Phenols 20-130%.
QC Data General Comments
1.
Where a result is reported as a less than (<), higher than the nominated LOR, this is due to either matrix interference, extract dilution required due to interferences or contaminant levels within
the sample, high moisture content or insufficient sample provided.
2.
Duplicate data shown within this report that states the word "BATCH" is a Batch Duplicate from outside of your sample batch, but within the laboratory sample batch at a 1:10 ratio. The Parent
and Duplicate data shown is not data from your samples.
3.
Organochlorine Pesticide analysis - where reporting LCS data, Toxaphene & Chlordane are not added to the LCS.
4.
Organochlorine Pesticide analysis - where reporting Spike data, Toxaphene is not added to the Spike.
5.
Total Recoverable Hydrocarbons - where reporting Spike & LCS data, a single spike of commercial Hydrocarbon products in the range of C12-C30 is added and it's Total Recovery is reported
in the C10-C14 cell of the Report.
6.
pH and Free Chlorine analysed in the laboratory - Analysis on this test must begin within 30 minutes of sampling.Therefore laboratory analysis is unlikely to be completed within holding time.
Analysis will begin as soon as possible after sample receipt.
7.
Recovery Data (Spikes & Surrogates) - where chromatographic interference does not allow the determination of Recovery the term "INT" appears against that analyte.
8.
Polychlorinated Biphenyls are spiked only using Aroclor 1260 in Matrix Spikes and LCS.
9.
For Matrix Spikes and LCS results a dash " -" in the report means that the specific analyte was not added to the QC sample.
10. Duplicate RPDs are calculated from raw analytical data thus it is possible to have two sets of data.
Page 11 of 23
Quality Control Results
Test
Method Blank
Ammonia (as N)
Cyanide (total)
Nitrate (as N)
Method Blank
TRH C6-C9
TRH C10-C14
TRH C15-C28
TRH C29-C36
Method Blank
BTEX
Benzene
Toluene
Ethylbenzene
m&p-Xylenes
o-Xylene
Xylenes - Total
Method Blank
TRH C6-C10
Method Blank
Volatile Organics
Naphthalene
Method Blank
1.1-Dichloroethane
1.1-Dichloroethene
1.2-Dibromoethane
1.2-Dichlorobenzene
1.2-Dichloroethane
1.2-Dichloropropane
1.3-Dichlorobenzene
1.3-Dichloropropane
1.4-Dichlorobenzene
Bromoform
Bromomethane
Chlorobenzene
Chloroform
Chloromethane
Dibromomethane
Iodomethane
Result 1
mg/L
mg/L
mg/L
< 0.01
< 0.005
< 0.02
0.01
0.005
0.02
Pass
Pass
Pass
mg/L
mg/L
mg/L
mg/L
< 0.02
< 0.05
< 0.1
< 0.1
0.02
0.05
0.1
0.1
Pass
Pass
Pass
Pass
mg/L
mg/L
mg/L
mg/L
mg/L
mg/L
< 0.001
< 0.001
< 0.001
< 0.002
< 0.001
< 0.003
0.001
0.001
0.001
0.002
0.001
0.003
Pass
Pass
Pass
Pass
Pass
Pass
mg/L
< 0.02
0.02
Pass
mg/L
< 0.01
0.01
Pass
mg/L
mg/L
mg/L
mg/L
mg/L
mg/L
mg/L
mg/L
mg/L
mg/L
mg/L
mg/L
mg/L
mg/L
mg/L
mg/L
mg/L
mg/L
mg/L
mg/L
mg/L
mg/L
mg/L
mg/L
mg/L
mg/L
< 0.001
< 0.001
< 0.001
< 0.001
< 0.001
< 0.001
< 0.001
< 0.001
< 0.001
< 0.001
< 0.001
< 0.001
< 0.001
< 0.001
< 0.001
< 0.001
< 0.001
< 0.001
< 0.001
< 0.005
< 0.001
< 0.001
< 0.001
< 0.001
< 0.001
< 0.001
0.001
0.001
0.001
0.001
0.001
0.001
0.001
0.001
0.001
0.001
0.001
0.001
0.001
0.001
0.001
0.001
0.001
0.001
0.001
0.005
0.001
0.001
0.001
0.001
0.001
0.001
Pass
Pass
Pass
Pass
Pass
Pass
Pass
Pass
Pass
Pass
Pass
Pass
Pass
Pass
Pass
Pass
Pass
Pass
Pass
Pass
Pass
Pass
Pass
Pass
Pass
Pass
Limits
Limits
Code
Units
Page 12 of 23
Test
Methylene Chloride
Tetrachloroethene
Trichloroethene
Vinyl chloride
Method Blank
Acenaphthene
Acenaphthylene
Anthracene
Benz(a)anthracene
Benzo(a)pyrene
Benzo(b&j)fluoranthene
Chrysene
Fluoranthene
Fluorene
Naphthalene
Phenanthrene
Pyrene
Method Blank
Chlordanes - Total
4.4'-DDD
4.4'-DDE
4.4'-DDT
a-BHC
Aldrin
b-BHC
d-BHC
Dieldrin
Endosulfan I
Endosulfan II
Endosulfan sulphate
Endrin
Endrin aldehyde
Endrin ketone
g-BHC (Lindane)
Heptachlor
Heptachlor epoxide
Hexachlorobenzene
Methoxychlor
Toxaphene
Method Blank
Azinphos-methyl
Bolstar
Chlorfenvinphos
Chlorpyrifos
Result 1
mg/L
mg/L
mg/L
mg/L
mg/L
mg/L
mg/L
< 0.001
< 0.001
< 0.001
< 0.001
< 0.001
< 0.001
< 0.001
mg/L
mg/L
mg/L
mg/L
mg/L
mg/L
mg/L
mg/L
mg/L
mg/L
mg/L
mg/L
mg/L
mg/L
mg/L
mg/L
< 0.001
< 0.001
< 0.001
< 0.001
< 0.001
< 0.001
< 0.001
< 0.001
< 0.001
< 0.001
< 0.001
< 0.001
< 0.001
< 0.001
< 0.001
< 0.001
0.001
0.001
0.001
0.001
0.001
0.001
0.001
0.001
0.001
0.001
0.001
0.001
0.001
0.001
0.001
0.001
Pass
Pass
Pass
Pass
Pass
Pass
Pass
Pass
Pass
Pass
Pass
Pass
Pass
Pass
Pass
Pass
mg/L
mg/L
mg/L
mg/L
mg/L
mg/L
mg/L
mg/L
mg/L
mg/L
mg/L
mg/L
mg/L
mg/L
mg/L
mg/L
mg/L
mg/L
mg/L
mg/L
mg/L
< 0.001
< 0.0001
< 0.0001
< 0.0001
< 0.0001
< 0.0001
< 0.0001
< 0.0001
< 0.0001
< 0.0001
< 0.0001
< 0.0001
< 0.0001
< 0.0001
< 0.0001
< 0.0001
< 0.0001
< 0.0001
< 0.0001
< 0.0001
< 0.01
0.001
0.0001
0.0001
0.0001
0.0001
0.0001
0.0001
0.0001
0.0001
0.0001
0.0001
0.0001
0.0001
0.0001
0.0001
0.0001
0.0001
0.0001
0.0001
0.0001
0.01
Pass
Pass
Pass
Pass
Pass
Pass
Pass
Pass
Pass
Pass
Pass
Pass
Pass
Pass
Pass
Pass
Pass
Pass
Pass
Pass
Pass
mg/L
mg/L
mg/L
mg/L
< 0.002
< 0.002
< 0.002
< 0.02
0.002
0.002
0.002
0.02
Pass
Pass
Pass
Pass
Limits
Limits
Code
0.001
Pass
0.001
Pass
0.001
Pass
0.001
Pass
0.001
Pass
0.001
Pass
0.001
Pass
Units
Page 13 of 23
Test
Chlorpyrifos-methyl
Coumaphos
Demeton-S
Demeton-O
Diazinon
Dichlorvos
Dimethoate
Disulfoton
EPN
Ethion
Ethoprop
Ethyl parathion
Fenitrothion
Fensulfothion
Fenthion
Malathion
Merphos
Methyl parathion
Mevinphos
Monocrotophos
Naled
Omethoate
Phorate
Pirimiphos-methyl
Pyrazophos
Ronnel
Terbufos
Tetrachlorvinphos
Tokuthion
Trichloronate
Method Blank
Aroclor-1016
Aroclor-1221
Aroclor-1232
Aroclor-1242
Aroclor-1248
Aroclor-1254
Aroclor-1260
Total PCB*
Method Blank
2-Chlorophenol
2.4-Dichlorophenol
2.6-Dichlorophenol
Pentachlorophenol
Method Blank
Result 1
mg/L
mg/L
mg/L
mg/L
mg/L
mg/L
mg/L
mg/L
mg/L
mg/L
mg/L
mg/L
mg/L
mg/L
mg/L
mg/L
mg/L
mg/L
mg/L
mg/L
mg/L
mg/L
mg/L
mg/L
mg/L
mg/L
mg/L
mg/L
mg/L
mg/L
< 0.002
< 0.02
< 0.02
< 0.002
< 0.002
< 0.002
< 0.002
< 0.002
< 0.002
< 0.002
< 0.002
< 0.002
< 0.002
< 0.002
< 0.002
< 0.002
< 0.002
< 0.002
< 0.002
< 0.002
< 0.002
< 0.002
< 0.002
< 0.02
< 0.002
< 0.002
< 0.002
< 0.002
< 0.002
< 0.002
mg/L
mg/L
mg/L
mg/L
mg/L
mg/L
mg/L
mg/L
< 0.001
< 0.001
< 0.001
< 0.001
< 0.001
< 0.001
< 0.001
< 0.0001
0.001
0.001
0.001
0.001
0.001
0.001
0.001
0.001
Pass
Pass
Pass
Pass
Pass
Pass
Pass
Pass
mg/L
mg/L
mg/L
mg/L
mg/L
mg/L
mg/L
mg/L
< 0.003
< 0.003
< 0.01
< 0.01
< 0.003
< 0.01
< 0.01
< 0.03
0.003
0.003
0.01
0.01
0.003
0.01
0.01
0.03
Pass
Pass
Pass
Pass
Pass
Pass
Pass
Pass
mg/L
mg/L
< 0.1
< 0.03
0.1
0.03
Pass
Pass
Limits
Limits
Code
0.002
Pass
0.02
Pass
0.02
Pass
0.002
Pass
0.002
Pass
0.002
Pass
0.002
Pass
0.002
Pass
0.002
Pass
0.002
Pass
0.002
Pass
0.002
Pass
0.002
Pass
0.002
Pass
0.002
Pass
0.002
Pass
0.002
Pass
0.002
Pass
0.002
Pass
0.002
Pass
0.002
Pass
0.002
Pass
0.002
Pass
0.02
Pass
0.002
Pass
0.002
Pass
0.002
Pass
0.002
Pass
0.002
Pass
0.002
Pass
Units
Page 14 of 23
Test
2-Nitrophenol
2.4-Dimethylphenol
2.4-Dinitrophenol
4-Nitrophenol
Dinoseb
Phenol
Method Blank
TRH >C10-C16
TRH >C16-C34
TRH >C34-C40
Method Blank
Heavy Metals
Antimony (filtered)
Arsenic (filtered)
Barium (filtered)
Boron (filtered)
Cadmium (filtered)
Chromium (filtered)
Cobalt (filtered)
Copper (filtered)
Lead (filtered)
Mercury (filtered)
Nickel (filtered)
Selenium (filtered)
Tin (filtered)
Zinc (filtered)
LCS - % Recovery
Ammonia (as N)
Cyanide (total)
Nitrate (as N)
LCS - % Recovery
TRH C6-C9
TRH C10-C14
LCS - % Recovery
BTEX
Benzene
Toluene
Ethylbenzene
m&p-Xylenes
Xylenes - Total
LCS - % Recovery
TRH C6-C10
LCS - % Recovery
Volatile Organics
Naphthalene
LCS - % Recovery
Result 1
mg/L
mg/L
mg/L
mg/L
mg/L
mg/L
mg/L
mg/L
< 0.003
< 0.01
< 0.003
< 0.03
< 0.006
< 0.03
< 0.1
< 0.003
mg/L
mg/L
mg/L
< 0.05
< 0.1
< 0.1
0.05
0.1
0.1
Pass
Pass
Pass
mg/L
mg/L
mg/L
mg/L
mg/L
mg/L
mg/L
mg/L
mg/L
mg/L
mg/L
mg/L
mg/L
mg/L
mg/L
mg/L
mg/L
< 0.005
< 0.001
< 0.02
< 0.001
< 0.05
< 0.0002
< 0.001
< 0.001
< 0.001
< 0.001
< 0.005
< 0.0001
< 0.005
< 0.001
< 0.001
< 0.005
< 0.001
0.005
0.001
0.02
0.001
0.05
0.0002
0.001
0.001
0.001
0.001
0.005
0.0001
0.005
0.001
0.001
0.005
0.001
Pass
Pass
Pass
Pass
Pass
Pass
Pass
Pass
Pass
Pass
Pass
Pass
Pass
Pass
Pass
Pass
Pass
%
%
%
98
110
96
70-130
70-130
70-130
Pass
Pass
Pass
%
%
106
89
70-130
70-130
Pass
Pass
%
%
%
%
%
97
88
92
90
89
70-130
70-130
70-130
70-130
70-130
Pass
Pass
Pass
Pass
Pass
%
98
70-130
Pass
%
112
70-130
Pass
Limits
Limits
Code
0.003
Pass
0.01
Pass
0.003
Pass
0.03
Pass
0.006
Pass
0.03
Pass
0.1
Pass
0.003
Pass
Units
Page 15 of 23
Test
1.1-Dichloroethene
1.2-Dichlorobenzene
1.2-Dichloroethane
Trichloroethene
LCS - % Recovery
Acenaphthene
Acenaphthylene
Anthracene
Benz(a)anthracene
Benzo(a)pyrene
Chrysene
Fluoranthene
Fluorene
Naphthalene
Phenanthrene
Pyrene
LCS - % Recovery
4.4'-DDD
4.4'-DDE
4.4'-DDT
a-BHC
Aldrin
b-BHC
d-BHC
Dieldrin
Endosulfan I
Endosulfan II
Endosulfan sulphate
Endrin
Endrin aldehyde
Endrin ketone
g-BHC (Lindane)
Heptachlor
Heptachlor epoxide
Hexachlorobenzene
Methoxychlor
LCS - % Recovery
Diazinon
Dimethoate
Ethion
Fenitrothion
Methyl parathion
Mevinphos
LCS - % Recovery
Result 1
%
%
%
%
%
88
101
108
90
71
70-130
70-130
70-130
70-130
70-130
Pass
Pass
Pass
Pass
Pass
%
%
%
%
%
%
%
%
%
%
%
%
%
%
%
%
80
80
83
79
89
96
105
83
81
123
82
84
108
74
80
82
70-130
70-130
70-130
70-130
70-130
70-130
70-130
70-130
70-130
70-130
70-130
70-130
70-130
70-130
70-130
70-130
Pass
Pass
Pass
Pass
Pass
Pass
Pass
Pass
Pass
Pass
Pass
Pass
Pass
Pass
Pass
Pass
%
%
%
%
%
%
%
%
%
%
%
%
%
%
%
%
%
%
%
71
75
95
125
78
120
111
71
93
80
110
74
74
70
130
98
93
87
76
70-130
70-130
70-130
70-130
70-130
70-130
70-130
70-130
70-130
70-130
70-130
70-130
70-130
70-130
70-130
70-130
70-130
70-130
70-130
Pass
Pass
Pass
Pass
Pass
Pass
Pass
Pass
Pass
Pass
Pass
Pass
Pass
Pass
Pass
Pass
Pass
Pass
Pass
%
%
%
%
%
%
74
87
91
84
76
103
70-130
70-130
70-130
70-130
70-130
70-130
Pass
Pass
Pass
Pass
Pass
Pass
Limits
Limits
Code
Units
Page 16 of 23
Test
2-Chlorophenol
2.4-Dichlorophenol
2.6-Dichlorophenol
Pentachlorophenol
LCS - % Recovery
2-Nitrophenol
2.4-Dimethylphenol
2.4-Dinitrophenol
4-Nitrophenol
Dinoseb
Phenol
LCS - % Recovery
TRH >C10-C16
LCS - % Recovery
Heavy Metals
Arsenic (filtered)
Cadmium (filtered)
Chromium (filtered)
Cobalt (filtered)
Copper (filtered)
Lead (filtered)
Mercury (filtered)
Nickel (filtered)
Selenium (filtered)
Tin (filtered)
Zinc (filtered)
QA
Test
Lab Sample ID Source
Spike - % Recovery
TRH C6-C9
M16-My16202
NCP
Spike - % Recovery
BTEX
Benzene
M16-My16202
NCP
Toluene
M16-My16202
NCP
Ethylbenzene
M16-My16202
NCP
m&p-Xylenes
M16-My16202
NCP
o-Xylene
M16-My16202
NCP
Xylenes - Total
M16-My16202
NCP
Spike - % Recovery
TRH C6-C10
M16-My16202
NCP
Result 1
%
%
%
%
%
%
%
%
68
60
70
70
68
61
47
53
30-130
30-130
30-130
30-130
30-130
30-130
30-130
30-130
Pass
Pass
Pass
Pass
Pass
Pass
Pass
Pass
%
%
%
%
%
%
%
%
%
%
61
54
55
64
51
42
50
95
56
48
30-130
30-130
30-130
30-130
30-130
30-130
30-130
30-130
30-130
30-130
Pass
Pass
Pass
Pass
Pass
Pass
Pass
Pass
Pass
Pass
%
91
70-130
Pass
%
%
%
%
%
%
%
%
%
%
%
%
%
97
102
100
94
97
98
95
90
92
96
95
95
98
Units
Result 1
%
Result 1
102
70-130
Pass
%
%
%
%
%
%
Result 1
105
103
97
93
99
95
70-130
70-130
70-130
70-130
70-130
70-130
Pass
Pass
Pass
Pass
Pass
Pass
%
Result 1
94
70-130
Pass
Limits
Limits
Code
Units
80-120
Pass
80-120
Pass
80-120
Pass
80-120
Pass
80-120
Pass
80-120
Pass
80-120
Pass
70-130
Pass
80-120
Pass
80-120
Pass
80-120
Pass
80-120
Pass
80-120
Pass
Limits
Limits
Code
Page 17 of 23
Lab Sample ID
QA
Source
Units
Result 1
M16-My16202
NCP
%
Result 1
81
70-130
Pass
S16-My15732
S16-My15732
S16-My15732
S16-My15732
S16-My15732
S16-My15707
S16-My15732
M16-My16410
NCP
NCP
NCP
NCP
NCP
NCP
NCP
NCP
%
%
%
%
%
%
%
%
Result 1
90
86
88
82
84
85
80
87
70-130
70-130
70-130
70-130
70-130
70-130
70-130
70-130
Pass
Pass
Pass
Pass
Pass
Pass
Pass
Pass
Ammonia (as N)
M16-My15739
NCP
Cyanide (total)
B16-My14488
NCP
Nitrate (as N)
M16-My15739
NCP
Spike - % Recovery
TRH C10-C14
M16-My16941
NCP
Spike - % Recovery
1.1-Dichloroethene
M16-My16908
NCP
M16-My16908
NCP
1.2-Dichlorobenzene
M16-My16908
NCP
1.2-Dichloroethane
M16-My16908
NCP
Trichloroethene
M16-My16908
NCP
Spike - % Recovery
Acenaphthene
M16-My19519
NCP
Acenaphthylene
M16-My19519
NCP
Anthracene
M16-My19519
NCP
Benz(a)anthracene
M16-My19519
NCP
Benzo(a)pyrene
M16-My19519
NCP
M16-My19519
NCP
M16-My19519
NCP
M16-My19519
NCP
Chrysene
M16-My19519
NCP
M16-My19519
NCP
Fluoranthene
M16-My19519
NCP
Fluorene
M16-My19519
NCP
M16-My19519
NCP
Naphthalene
M16-My19519
NCP
Phenanthrene
M16-My19519
NCP
Pyrene
M16-My19519
NCP
Spike - % Recovery
4.4'-DDD
M16-My17709
NCP
4.4'-DDE
M16-My17709
NCP
4.4'-DDT
M16-My17709
NCP
a-BHC
M16-My12179
NCP
Aldrin
M16-My17709
NCP
Dieldrin
M16-My17709
NCP
%
%
%
Result 1
92
70
90
70-130
70-130
70-130
Pass
Pass
Pass
%
Result 1
79
70-130
Pass
%
%
%
%
%
Result 1
113
129
123
96
94
70-130
70-130
70-130
70-130
70-130
Pass
Pass
Pass
Pass
Pass
%
%
%
%
%
%
%
%
%
%
%
%
%
%
%
%
Result 1
75
75
79
73
85
96
96
78
75
109
76
79
98
71
75
76
70-130
70-130
70-130
70-130
70-130
70-130
70-130
70-130
70-130
70-130
70-130
70-130
70-130
70-130
70-130
70-130
Pass
Pass
Pass
Pass
Pass
Pass
Pass
Pass
Pass
Pass
Pass
Pass
Pass
Pass
Pass
Pass
%
%
%
%
%
%
Result 1
76
73
78
120
92
102
70-130
70-130
70-130
70-130
70-130
70-130
Pass
Pass
Pass
Pass
Pass
Pass
Test
Spike - % Recovery
Volatile Organics
Naphthalene
Spike - % Recovery
Heavy Metals
Arsenic (filtered)
Cadmium (filtered)
Chromium (filtered)
Copper (filtered)
Lead (filtered)
Mercury (filtered)
Nickel (filtered)
Zinc (filtered)
Spike - % Recovery
Limits
Limits
Code
Page 18 of 23
Test
Lab Sample ID
QA
Source
NCP
NCP
NCP
NCP
NCP
NCP
NCP
NCP
NCP
NCP
NCP
Endosulfan I
M16-My17709
Endosulfan II
M16-My17709
Endosulfan sulphate
M16-My17709
Endrin
M16-My17709
Endrin aldehyde
M16-My17709
Endrin ketone
M16-My17709
g-BHC (Lindane)
M16-My17709
Heptachlor
M16-My17709
Heptachlor epoxide
M16-My17709
Hexachlorobenzene
M16-My17709
Methoxychlor
M16-My17709
Spike - % Recovery
Diazinon
S16-My15699
NCP
Dimethoate
S16-My15699
NCP
Ethion
S16-My15699
NCP
Fenitrothion
S16-My15699
NCP
Methyl parathion
S16-My15699
NCP
Mevinphos
S16-My15699
NCP
Spike - % Recovery
2-Chlorophenol
M16-My20016
NCP
2.4-Dichlorophenol
M16-My20016
NCP
M16-My20016
NCP
M16-My20016
NCP
2.6-Dichlorophenol
M16-My20016
NCP
M16-My20016
NCP
M16-My20016
NCP
Spike - % Recovery
M16-My20016
NCP
M16-My20016
NCP
2-Nitrophenol
M16-My20016
NCP
2.4-Dimethylphenol
M16-My20016
NCP
M16-My20016
NCP
Dinoseb
M16-My20016
NCP
Phenol
M16-My20016
NCP
Spike - % Recovery
TRH >C10-C16
M16-My16941
NCP
Spike - % Recovery
Heavy Metals
Antimony (filtered)
M16-My16410
NCP
Barium (filtered)
M16-My16410
NCP
M16-My16410
NCP
Cobalt (filtered)
M16-My16410
NCP
M16-My16410
NCP
M16-My16410
NCP
Selenium (filtered)
M16-My16410
NCP
Tin (filtered)
M16-My16410
NCP
QA
Test
Lab Sample ID Source
Duplicate
TRH C6-C9
M16-My16421
NCP
Limits
Limits
Code
70-130
Pass
70-130
Pass
70-130
Pass
70-130
Pass
70-130
Pass
70-130
Pass
70-130
Pass
70-130
Pass
70-130
Pass
70-130
Pass
70-130
Pass
Units
Result 1
%
%
%
%
%
%
%
%
%
%
%
111
107
84
97
77
78
100
103
124
107
124
%
%
%
%
%
%
Result 1
90
89
101
72
74
109
70-130
70-130
70-130
70-130
70-130
70-130
Pass
Pass
Pass
Pass
Pass
Pass
%
%
%
%
%
%
%
Result 1
72
65
67
53
57
69
33
30-130
30-130
30-130
30-130
30-130
30-130
30-130
Pass
Pass
Pass
Pass
Pass
Pass
Pass
%
%
%
%
%
%
%
Result 1
44
65
67
68
63
43
50
30-130
30-130
30-130
30-130
30-130
30-130
30-130
Pass
Pass
Pass
Pass
Pass
Pass
Pass
%
Result 1
81
70-130
Pass
%
%
%
%
%
%
%
%
Result 1
81
91
106
90
90
91
99
92
Units
Result 1
mg/L
Result 1
< 0.02
75-125
Pass
75-125
Pass
75-125
Pass
75-125
Pass
70-130
Pass
75-125
Pass
70-130
Pass
75-125
Pass
Limits
Limits
Code
Result 2
< 0.02
RPD
<1
30%
Pass
Page 19 of 23
Duplicate
BTEX
Benzene
M16-My16421
NCP
Toluene
M16-My16421
NCP
Ethylbenzene
M16-My16421
NCP
m&p-Xylenes
M16-My16421
NCP
o-Xylene
M16-My16421
NCP
Xylenes - Total
M16-My16421
NCP
Duplicate
TRH C6-C10
M16-My16421
NCP
Duplicate
Volatile Organics
Naphthalene
M16-My16421
NCP
Duplicate
Heavy Metals
Arsenic (filtered)
S16-My15732
NCP
Cadmium (filtered)
S16-My15732
NCP
Chromium (filtered)
S16-My15732
NCP
Copper (filtered)
S16-My15732
NCP
Lead (filtered)
S16-My15732
NCP
Mercury (filtered)
S16-My15732
NCP
Nickel (filtered)
S16-My15732
NCP
Zinc (filtered)
S16-My15732
NCP
Duplicate
Ammonia (as N)
M16-My16165
CP
Cyanide (total)
B16-My14487
NCP
Nitrate (as N)
M16-My16165
CP
pH
M16-My15928
NCP
Duplicate
TRH C10-C14
M16-My16457
NCP
TRH C15-C28
M16-My16457
NCP
TRH C29-C36
M16-My16457
NCP
Duplicate
1.1-Dichloroethane
M16-My18745
NCP
1.1-Dichloroethene
M16-My18745
NCP
M16-My18745
NCP
M16-My18745
NCP
M16-My18745
NCP
M16-My18745
NCP
1.2-Dibromoethane
M16-My18745
NCP
1.2-Dichlorobenzene
M16-My18745
NCP
1.2-Dichloroethane
M16-My18745
NCP
1.2-Dichloropropane
M16-My18745
NCP
M16-My18745
NCP
1.3-Dichlorobenzene
M16-My18745
NCP
1.3-Dichloropropane
M16-My18745
NCP
1.4-Dichlorobenzene
M16-My18745
NCP
M16-My18745
NCP
Bromoform
M16-My18745
NCP
Bromomethane
M16-My18745
NCP
M16-My18745
NCP
Chlorobenzene
M16-My18745
NCP
mg/L
mg/L
mg/L
mg/L
mg/L
mg/L
Result 1
< 0.001
< 0.001
< 0.001
< 0.002
< 0.001
< 0.003
Result 2
< 0.001
< 0.001
< 0.001
< 0.002
< 0.001
< 0.003
RPD
<1
<1
<1
<1
<1
<1
30%
30%
30%
30%
30%
30%
Pass
Pass
Pass
Pass
Pass
Pass
mg/L
Result 1
< 0.02
Result 2
< 0.02
RPD
<1
30%
Pass
mg/L
Result 1
< 0.01
Result 2
< 0.01
RPD
<1
30%
Pass
mg/L
mg/L
mg/L
mg/L
mg/L
mg/L
mg/L
mg/L
Result 1
0.003
< 0.0002
< 0.001
0.005
< 0.001
< 0.0001
0.015
0.059
Result 2
0.003
< 0.0002
< 0.001
0.006
< 0.001
< 0.0001
0.015
0.062
RPD
6.0
<1
<1
9.0
<1
<1
2.0
4.0
30%
30%
30%
30%
30%
30%
30%
30%
Pass
Pass
Pass
Pass
Pass
Pass
Pass
Pass
mg/L
mg/L
mg/L
pH Units
Result 1
38
0.17
< 0.2
7.3
Result 2
38
0.18
< 0.2
7.3
RPD
<1
3.0
<1
pass
30%
30%
30%
30%
Pass
Pass
Pass
Pass
mg/L
mg/L
mg/L
Result 1
< 0.05
< 0.1
< 0.1
Result 2
< 0.05
< 0.1
< 0.1
RPD
<1
<1
<1
30%
30%
30%
Pass
Pass
Pass
mg/L
mg/L
mg/L
mg/L
mg/L
mg/L
mg/L
mg/L
mg/L
mg/L
mg/L
mg/L
mg/L
mg/L
mg/L
mg/L
mg/L
mg/L
mg/L
Result 1
< 0.001
< 0.001
< 0.001
< 0.001
< 0.001
< 0.001
< 0.001
< 0.001
< 0.001
< 0.001
< 0.001
< 0.001
< 0.001
< 0.001
< 0.001
< 0.001
< 0.001
< 0.001
< 0.001
Result 2
< 0.001
< 0.001
< 0.001
< 0.001
< 0.001
< 0.001
< 0.001
< 0.001
< 0.001
< 0.001
< 0.001
< 0.001
< 0.001
< 0.001
< 0.001
< 0.001
< 0.001
< 0.001
< 0.001
RPD
<1
<1
<1
<1
<1
<1
<1
<1
<1
<1
<1
<1
<1
<1
<1
<1
<1
<1
<1
30%
30%
30%
30%
30%
30%
30%
30%
30%
30%
30%
30%
30%
30%
30%
30%
30%
30%
30%
Pass
Pass
Pass
Pass
Pass
Pass
Pass
Pass
Pass
Pass
Pass
Pass
Pass
Pass
Pass
Pass
Pass
Pass
Pass
Page 20 of 23
Duplicate
Chloroform
Chloromethane
Dibromomethane
Iodomethane
Methylene Chloride
Tetrachloroethene
Trichloroethene
Vinyl chloride
Duplicate
Acenaphthene
Acenaphthylene
Anthracene
Benz(a)anthracene
Benzo(a)pyrene
Chrysene
Fluoranthene
Fluorene
Naphthalene
Phenanthrene
Pyrene
Duplicate
Chlordanes - Total
4.4'-DDD
4.4'-DDE
4.4'-DDT
a-BHC
Aldrin
b-BHC
d-BHC
Dieldrin
Endosulfan I
Endosulfan II
Endosulfan sulphate
Endrin
Endrin aldehyde
Endrin ketone
g-BHC (Lindane)
Heptachlor
Heptachlor epoxide
Hexachlorobenzene
Methoxychlor
Toxaphene
M16-My18745
M16-My18745
M16-My18745
M16-My18745
M16-My18745
M16-My18745
M16-My18745
M16-My18745
M16-My18745
M16-My18745
M16-My18745
M16-My18745
M16-My18745
M16-My18745
NCP
NCP
NCP
NCP
NCP
NCP
NCP
NCP
NCP
NCP
NCP
NCP
NCP
NCP
mg/L
mg/L
mg/L
mg/L
mg/L
mg/L
mg/L
mg/L
mg/L
mg/L
mg/L
mg/L
mg/L
mg/L
Result 1
< 0.005
< 0.001
< 0.001
< 0.001
< 0.001
< 0.001
< 0.001
< 0.001
< 0.001
< 0.001
< 0.001
< 0.001
< 0.001
< 0.001
Result 2
< 0.005
< 0.001
< 0.001
< 0.001
< 0.001
< 0.001
< 0.001
< 0.001
< 0.001
< 0.001
< 0.001
< 0.001
< 0.001
< 0.001
RPD
<1
<1
<1
<1
<1
<1
<1
<1
<1
<1
<1
<1
<1
<1
30%
30%
30%
30%
30%
30%
30%
30%
30%
30%
30%
30%
30%
30%
Pass
Pass
Pass
Pass
Pass
Pass
Pass
Pass
Pass
Pass
Pass
Pass
Pass
Pass
M16-My16457
M16-My16457
M16-My16457
M16-My16457
M16-My16457
M16-My16457
M16-My16457
M16-My16457
M16-My16457
M16-My16457
M16-My16457
M16-My16457
M16-My16457
M16-My16457
M16-My16457
M16-My16457
NCP
NCP
NCP
NCP
NCP
NCP
NCP
NCP
NCP
NCP
NCP
NCP
NCP
NCP
NCP
NCP
mg/L
mg/L
mg/L
mg/L
mg/L
mg/L
mg/L
mg/L
mg/L
mg/L
mg/L
mg/L
mg/L
mg/L
mg/L
mg/L
Result 1
< 0.001
< 0.001
< 0.001
< 0.001
< 0.001
< 0.001
< 0.001
< 0.001
< 0.001
< 0.001
< 0.001
< 0.001
< 0.001
< 0.001
< 0.001
< 0.001
Result 2
< 0.001
< 0.001
< 0.001
< 0.001
< 0.001
< 0.001
< 0.001
< 0.001
< 0.001
< 0.001
< 0.001
< 0.001
< 0.001
< 0.001
< 0.001
< 0.001
RPD
<1
<1
<1
<1
<1
<1
<1
<1
<1
<1
<1
<1
<1
<1
<1
<1
30%
30%
30%
30%
30%
30%
30%
30%
30%
30%
30%
30%
30%
30%
30%
30%
Pass
Pass
Pass
Pass
Pass
Pass
Pass
Pass
Pass
Pass
Pass
Pass
Pass
Pass
Pass
Pass
M16-My17708
M16-My17708
M16-My17708
M16-My17708
M16-My17708
M16-My17708
M16-My17708
M16-My17708
M16-My17708
M16-My17708
M16-My17708
M16-My17708
M16-My17708
M16-My17708
M16-My17708
M16-My17708
M16-My17708
M16-My17708
M16-My17708
M16-My17708
M16-My17708
NCP
NCP
NCP
NCP
NCP
NCP
NCP
NCP
NCP
NCP
NCP
NCP
NCP
NCP
NCP
NCP
NCP
NCP
NCP
NCP
NCP
mg/L
mg/L
mg/L
mg/L
mg/L
mg/L
mg/L
mg/L
mg/L
mg/L
mg/L
mg/L
mg/L
mg/L
mg/L
mg/L
mg/L
mg/L
mg/L
mg/L
mg/L
Result 1
< 0.001
< 0.0001
< 0.0001
< 0.0001
< 0.0001
< 0.0001
< 0.0001
< 0.0001
< 0.0001
< 0.0001
< 0.0001
< 0.0001
< 0.0001
< 0.0001
< 0.0001
< 0.0001
< 0.0001
< 0.0001
< 0.0001
< 0.0001
< 0.01
Result 2
< 0.001
< 0.0001
< 0.0001
< 0.0001
< 0.0001
< 0.0001
< 0.0001
< 0.0001
< 0.0001
< 0.0001
< 0.0001
< 0.0001
< 0.0001
< 0.0001
< 0.0001
< 0.0001
< 0.0001
< 0.0001
< 0.0001
< 0.0001
< 0.01
RPD
<1
<1
<1
<1
<1
<1
<1
<1
<1
<1
<1
<1
<1
<1
<1
<1
<1
<1
<1
<1
<1
30%
30%
30%
30%
30%
30%
30%
30%
30%
30%
30%
30%
30%
30%
30%
30%
30%
30%
30%
30%
30%
Pass
Pass
Pass
Pass
Pass
Pass
Pass
Pass
Pass
Pass
Pass
Pass
Pass
Pass
Pass
Pass
Pass
Pass
Pass
Pass
Pass
Page 21 of 23
Duplicate
Aroclor-1016
M16-My17708
NCP
Aroclor-1221
M16-My17708
NCP
Aroclor-1232
M16-My17708
NCP
Aroclor-1242
M16-My17708
NCP
Aroclor-1248
M16-My17708
NCP
Aroclor-1254
M16-My17708
NCP
Aroclor-1260
M16-My17708
NCP
Total PCB*
M16-My17708
NCP
Duplicate
2-Chlorophenol
M16-My20015
NCP
2.4-Dichlorophenol
M16-My20015
NCP
M16-My20015
NCP
M16-My20015
NCP
2.6-Dichlorophenol
M16-My20015
NCP
M16-My20015
NCP
Pentachlorophenol
M16-My20015
NCP
M16-My20015
NCP
Duplicate
M16-My20015
NCP
M16-My20015
NCP
M16-My20015
NCP
2-Nitrophenol
M16-My20015
NCP
2.4-Dimethylphenol
M16-My20015
NCP
2.4-Dinitrophenol
M16-My20015
NCP
M16-My20015
NCP
4-Nitrophenol
M16-My20015
NCP
Dinoseb
M16-My20015
NCP
Phenol
M16-My20015
NCP
Duplicate
TRH >C10-C16
M16-My16457
NCP
TRH >C16-C34
M16-My16457
NCP
TRH >C34-C40
M16-My16457
NCP
Duplicate
Heavy Metals
Antimony (filtered)
M16-My16410
NCP
Barium (filtered)
M16-My16410
NCP
M16-My16410
NCP
Cobalt (filtered)
M16-My16410
NCP
M16-My16410
NCP
M16-My16410
NCP
Selenium (filtered)
M16-My16410
NCP
Tin (filtered)
M16-My16410
NCP
mg/L
mg/L
mg/L
mg/L
mg/L
mg/L
mg/L
mg/L
Result 1
< 0.001
< 0.001
< 0.001
< 0.001
< 0.001
< 0.001
< 0.001
< 0.001
Result 2
< 0.001
< 0.001
< 0.001
< 0.001
< 0.001
< 0.001
< 0.001
< 0.001
RPD
<1
<1
<1
<1
<1
<1
<1
<1
30%
30%
30%
30%
30%
30%
30%
30%
Pass
Pass
Pass
Pass
Pass
Pass
Pass
Pass
mg/L
mg/L
mg/L
mg/L
mg/L
mg/L
mg/L
mg/L
Result 1
< 0.003
< 0.003
< 0.01
< 0.01
< 0.003
< 0.01
< 0.01
< 0.03
Result 2
< 0.003
< 0.003
< 0.01
< 0.01
< 0.003
< 0.01
< 0.01
< 0.03
RPD
<1
<1
<1
<1
<1
<1
<1
<1
30%
30%
30%
30%
30%
30%
30%
30%
Pass
Pass
Pass
Pass
Pass
Pass
Pass
Pass
mg/L
mg/L
mg/L
mg/L
mg/L
mg/L
mg/L
mg/L
mg/L
mg/L
Result 1
< 0.1
< 0.03
< 0.003
< 0.01
< 0.003
< 0.03
< 0.006
< 0.03
< 0.1
< 0.003
Result 2
< 0.1
< 0.03
< 0.003
< 0.01
< 0.003
< 0.03
< 0.006
< 0.03
< 0.1
< 0.003
RPD
<1
<1
<1
<1
<1
<1
<1
<1
<1
<1
30%
30%
30%
30%
30%
30%
30%
30%
30%
30%
Pass
Pass
Pass
Pass
Pass
Pass
Pass
Pass
Pass
Pass
mg/L
mg/L
mg/L
Result 1
< 0.05
< 0.1
< 0.1
Result 2
< 0.05
< 0.1
< 0.1
RPD
<1
<1
<1
30%
30%
30%
Pass
Pass
Pass
mg/L
mg/L
mg/L
mg/L
mg/L
mg/L
mg/L
mg/L
Result 1
< 0.005
0.03
< 0.001
0.002
0.057
< 0.005
< 0.001
< 0.005
Result 2
< 0.005
0.03
< 0.001
0.002
0.061
< 0.005
< 0.001
< 0.005
RPD
<1
5.0
<1
1.0
7.0
<1
<1
<1
30%
30%
30%
30%
30%
30%
30%
30%
Pass
Pass
Pass
Pass
Pass
Pass
Pass
Pass
Page 22 of 23
Comments
Sample Integrity
Custody Seals Intact (if used)
N/A
Attempt to Chill was evident
Yes
Sample correctly preserved
Yes
Appropriate sample containers have been used
Yes
Sample containers for volatile analysis received with minimal headspace
Yes
Samples received within HoldingTime
Yes
Some samples have been subcontracted
No
Qualifier Codes/Comments
Code
Description
G01
The LORs have been raised due to matrix interference
N01
F2 is determined by arithmetically subtracting the "naphthalene" value from the ">C10-C16" value. The naphthalene value used in this calculation is obtained from volatiles
(Purge & Trap analysis).
N02
Where we have reported both volatile (P&T GCMS) and semivolatile (GCMS) naphthalene data, results may not be identical. Provided correct sample handling protocols have
been followed, any observed differences in results are likely to be due to procedural differences within each methodology. Results determined by both techniques have passed
all QAQC acceptance criteria, and are entirely technically valid.
N04
F1 is determined by arithmetically subtracting the "Total BTEX" value from the "C6-C10" value. The "Total BTEX" value is obtained by summing the concentrations of BTEX
analytes. The "C6-C10" value is obtained by quantitating against a standard of mixed aromatic/aliphatic analytes.
N07
Please note:- These two PAH isomers closely co-elute using the most contemporary analytical methods and both the reported concentration (and the TEQ) apply specifically to
the total of the two co-eluting PAHs
Authorised By
Onur Mehmet
Analytical Services Manager
Emily Rosenberg
Senior Analyst-Metal (VIC)
Harry Bacalis
Senior Analyst-Volatile (VIC)
Huong Le
Senior Analyst-Inorganic (VIC)
Mele Singh
Senior Analyst-Organic (VIC)
Glenn Jackson
National Operations Manager
- Indicates Not Requested
* Indicates NATA accreditation does not cover the performance of this service
Uncertainty data is available on request
Eurofins | mgt shall not be liable for loss, cost, damages or expenses incurred by the client, or any other person or company, resulting from the use of any information or interpretation given in this report. In no case shall Eurofins | mgt be liable for consequential damages including, but not
limited to, lost profits, damages for failure to meet deadlines and lost production arising from this report. This document shall not be reproduced except in full and relates only to the items tested. Unless indicated otherwise, the tests were performed on the samples as received.
Page 23 of 23
Environmental
SAMPLE RECEIPT NOTIFICATION (SRN)
EM1605596
Work Order
:
Client
: COFFEY ENVIRONMENTS PTY LTD
Laboratory
: Environmental Division Melbourne
Contact
: MS FELICIA MELLORS
Contact
: Bronwyn Sheen
Address
: WORLDPARK LEVEL 1, 33
Address
: 4 Westall Rd Springvale VIC Australia
RICHMOND RD
KESWICK SA 5035
3171
E-mail
: [email protected]
E-mail
: [email protected]
Telephone
: +61 08 8375 4400
Telephone
: +61-3-8549 9636
Facsimile
: +61 08 8375 4499
Facsimile
: +61-3-8549 9601
Project
: ENAUKESW01447AA
Page
Order number
: ----
Quote number
: 1 of 2
: EM2014COFENV0370 (EN/077/14)
QC Level
: NEPM 2013 B3 & ALS QC Standard
C-O-C number
: ----
Site
: ----
Sampler
: GEOFF HARRIS
Dates
Date Samples Received
: 17-May-2016 9:10 AM
Issue Date
: 17-May-2016
Client Requested Due
Date
: 24-May-2016
Scheduled Reporting Date
:
Mode of Delivery
: Carrier
Security Seal
: Not Available
No. of coolers/boxes
: 1
Temperature
: 12.0°C
Receipt Detail
:
No. of samples received / analysed
: 2/1
24-May-2016
Delivery Details
General Comments
l
This report contains the following information:
-
Sample Container(s)/Preservation Non-Compliances
-
Summary of Sample(s) and Requested Analysis
-
Proactive Holding Time Report
-
Requested Deliverables
l
Sample(s) received in non-ALS container(s).
l Please direct any queries related to sample condition / numbering / breakages to Client Services.
l
Sample Disposal - Aqueous (14 days), Solid (60 days) from date of completion of work order.
l
Analytical work for this work order will be conducted at ALS Springvale.
Please refer to the Proactive Holding Time Report table below which summarises breaches of
recommended holding times that have occurred prior to samples/instructions being received at
the laboratory. The absence of this summary table indicates that all samples have been received
within the recommended holding times for the analysis requested.
l
RIGHT SOLUTIONS | RIGHT PARTNER
Issue Date
Page
Work Order
Client
:
:
:
:
17-May-2016
2 of 2
EM1605596 Amendment 0
COFFEY ENVIRONMENTS PTY LTD
Sample Container(s)/Preservation Non-Compliances
All comparisons are made against pretreatment/preservation AS, APHA, USEPA standards.
l No sample container / preservation non-compliance exists.
Laboratory sample
ID
Client sample ID
Client sampling
date / time
EM1605596-001
[ 13-May-2016 ]
QC3A
EM1605596-002
[ 13-May-2016 ]
QC4A
SOIL - S-02
8 Metals (incl. Digestion)
Matrix: SOIL
SOIL - EA055-103
Moisture Content
Some items described below may be part of a laboratory
process necessary for the execution of client requested
tasks. Packages may contain additional analyses, such
as the determination of moisture content and preparation
tasks, that are included in the package.
If no sampling time is provided, the sampling time will
default to 15:00 on the date of sampling.
If no sampling
date is provided, the sampling date will be assumed by
the laboratory for processing purposes and will be shown
bracketed without a time component.
(On Hold) SOIL
No analysis requested
Summary of Sample(s) and Requested Analysis
ü
ü
ü
Proactive Holding Time Report
Sample(s) have been received within the recommended holding times for the requested analysis.
Requested Deliverables
FELICIA MELLORS
- *AU Certificate of Analysis - NATA (COA)
- *AU Interpretive QC Report - DEFAULT (Anon QCI Rep) (QCI)
- *AU QC Report - DEFAULT (Anon QC Rep) - NATA (QC)
- A4 - AU Sample Receipt Notification - Environmental HT (SRN)
- A4 - AU Tax Invoice (INV)
- Chain of Custody (CoC) (COC)
- EDI Format - ENMRG (ENMRG)
- EDI Format - ESDAT (ESDAT)
TRACY SVINGOS
- A4 - AU Tax Invoice (INV)
Email
Email
Email
Email
Email
Email
Email
Email
[email protected]
[email protected]
[email protected]
[email protected]
[email protected]
[email protected]
[email protected]
[email protected]
Email
[email protected]
0
0.00
True
Environmental
CERTIFICATE OF ANALYSIS
EM1605596
Page
Work Order
:
Client
Laboratory
Contact
Contact
: Bronwyn Sheen
Address
: WORLDPARK LEVEL 1, 33 RICHMOND RD
Address
: 4 Westall Rd Springvale VIC Australia 3171
Telephone
: +61-3-8549 9636
: 17-May-2016 09:10
Date Analysis Commenced
: 18-May-2016
Issue Date
: 20-May-2016 12:45
Order number
KESWICK SA 5035
: +61 08 8375 4400
: ENAUKESW01447AA
: ----
C-O-C number
: ----
Sampler
: GEOFF HARRIS
Site
: ----
Telephone
Project
Quote number
: ----
No. of samples received
: 2
No. of samples analysed
:1
: 1 of 2
NATA Accredited Laboratory 825
Accredited for compliance with
ISO/IEC 17025.
This report supersedes any previous report(s) with this reference. Results apply to the sample(s) as submitted.
This Certificate of Analysis contains the following information:
l General Comments
l Analytical Results
Additional information pertinent to this report will be found in the following separate attachments: Quality Control Report, QA/QC Compliance Assessment to assist with
Quality Review and Sample Receipt Notification.
Signatories
This document has been electronically signed by the authorized signatories below. Electronic signing is carried out in compliance with procedures specified in 21 CFR Part 11.
Signatories
Position
Accreditation Category
Eric Chau
Metals Team Leader
Melbourne Inorganics, Springvale, VIC
Page
Work Order
Client
Project
:
:
:
:
2 of 2
EM1605596
ENAUKESW01447AA
General Comments
The analytical procedures used by the Environmental Division have been developed from established internationally recognized procedures such as those published by the USEPA, APHA, AS and NEPM. In house
developed procedures are employed in the absence of documented standards or by client request.
Where moisture determination has been performed, results are reported on a dry weight basis.
Where a reported less than (<) result is higher than the LOR, this may be due to primary sample extract/digestate dilution and/or insufficient sample for analysis.
Where the LOR of a reported result differs from standard LOR, this may be due to high moisture content, insufficient sample (reduced weight employed) or matrix interference.
When sampling time information is not provided by the client, sampling dates are shown without a time component. In these instances, the time component has been assumed by the laboratory for processing purposes.
Where a result is required to meet compliance limits the associated uncertainty must be considered. Refer to the ALS Contact for details.
Key :
CAS Number = CAS registry number from database maintained by Chemical Abstracts Services. The Chemical Abstracts Service is a division of the American Chemical Society.
LOR = Limit of reporting
^ = This result is computed from individual analyte detections at or above the level of reporting
ø = ALS is not NATA accredited for these tests.
Analytical Results
Client sample ID
Sub-Matrix: SOIL
(Matrix: SOIL)
Client sampling date / time
Compound
CAS Number
LOR
Unit
QC3A
----
----
----
----
[13-May-2016]
----
----
----
----
EM1605596-001
--------
--------
--------
--------
Result
----
----
----
----
21.4
----
----
----
----
EA055: Moisture Content
----
1
%
Arsenic
7440-38-2
5
mg/kg
8
----
----
----
----
Cadmium
7440-43-9
1
mg/kg
<1
----
----
----
----
Chromium
7440-47-3
2
mg/kg
51
----
----
----
----
Copper
7440-50-8
5
mg/kg
32
----
----
----
----
Lead
7439-92-1
5
mg/kg
15
----
----
----
----
Nickel
7440-02-0
2
mg/kg
23
----
----
----
----
7440-66-6
5
mg/kg
44
----
----
----
----
7439-97-6
0.1
mg/kg
<0.1
----
----
----
----
EG005T: Total Metals by ICP-AES
Zinc
EG035T: Total Recoverable Mercury by FIMS
Mercury
1.00 1
True
False
Environmental
QUALITY CONTROL REPORT
Work Order
:
EM1605596
Page
: 1 of 3
Client
Laboratory
Contact
Contact
: Bronwyn Sheen
Address
: WORLDPARK LEVEL 1, 33 RICHMOND RD
Address
: 4 Westall Rd Springvale VIC Australia 3171
Telephone
: +61-3-8549 9636
: 17-May-2016
Date Analysis Commenced
: 18-May-2016
Issue Date
: 20-May-2016
Order number
KESWICK SA 5035
: +61 08 8375 4400
: ENAUKESW01447AA
: ----
Telephone
Project
C-O-C number
: ----
Sampler
: GEOFF HARRIS
Site
: ----
Quote number
: ----
: 2
:1
NATA Accredited Laboratory 825
Accredited for compliance with
ISO/IEC 17025.
This report supersedes any previous report(s) with this reference. Results apply to the sample(s) as submitted.
This Quality Control Report contains the following information:
l Laboratory Duplicate (DUP) Report ; Relative Percentage Difference (RPD) and Acceptance Limits
l Method Blank (MB) and Laboratory Control Spike (LCS) Report ; Recovery and Acceptance Limits
l Matrix Spike (MS) Report ; Recovery and Acceptance Limits
Signatories
This document has been electronically signed by the authorized signatories below. Electronic signing is carried out in compliance with procedures specified in 21 CFR Part 11.
Signatories
Position
Accreditation Category
Eric Chau
Metals Team Leader
Melbourne Inorganics, Springvale, VIC
Page
Work Order
Client
Project
:
:
:
:
2 of 3
EM1605596
ENAUKESW01447AA
General Comments
The analytical procedures used by the Environmental Division have been developed from established internationally recognized procedures such as those published by the USEPA, APHA, AS and NEPM. In house
developed procedures are employed in the absence of documented standards or by client request.
Where moisture determination has been performed, results are reported on a dry weight basis.
Where a reported less than (<) result is higher than the LOR, this may be due to primary sample extract/digestate dilution and/or insufficient sample for analysis. Where the LOR of a reported result differs from standard LOR, this may be due to high moisture c
Key :
Anonymous = Refers to samples which are not specifically part of this work order but formed part of the QC process lot
CAS Number = CAS registry number from database maintained by Chemical Abstracts Services. The Chemical Abstracts Service is a division of the American Chemical Society.
LOR = Limit of reporting
RPD = Relative Percentage Difference
# = Indicates failed QC
Laboratory Duplicate (DUP) Report
The quality control term Laboratory Duplicate refers to a randomly selected intralaboratory split. Laboratory duplicates provide information regarding method precision and sample heterogeneity. The permitted ranges
for the Relative Percent Deviation (RPD) of Laboratory Duplicates are specified in ALS Method QWI -EN/38 and are dependent on the magnitude of results in comparison to the level of reporting: Result < 10 times LOR:
No Limit; Result between 10 and 20 times LOR: 0% - 50%; Result > 20 times LOR: 0% - 20%.
Laboratory Duplicate (DUP) Report
Sub-Matrix: SOIL
Laboratory sample ID
Client sample ID
Method: Compound
CAS Number
LOR
Unit
Original Result
Duplicate Result
RPD (%)
Recovery Limits (%)
EA055: Moisture Content (QC Lot: 458748)
EM1605584-008
Anonymous
EA055-103: Moisture Content (dried @ 103°C)
----
1
%
9.0
8.4
6.55
No Limit
EM1605602-001
Anonymous
EA055-103: Moisture Content (dried @ 103°C)
----
1
%
13.3
18.1
30.2
0% - 50%
EG005T: Total Metals by ICP-AES (QC Lot: 456047)
EM1605327-052
EM1605327-073
Anonymous
Anonymous
EG005T: Cadmium
7440-43-9
1
mg/kg
4
3
0.00
No Limit
EG005T: Chromium
7440-47-3
2
mg/kg
11
8
23.2
No Limit
0% - 50%
EG005T: Nickel
7440-02-0
2
mg/kg
23
18
21.7
EG005T: Arsenic
7440-38-2
5
mg/kg
8
5
46.1
No Limit
EG005T: Copper
7440-50-8
5
mg/kg
708
653
8.09
0% - 20%
EG005T: Lead
7439-92-1
5
mg/kg
505
420
18.3
0% - 20%
EG005T: Zinc
7440-66-6
5
mg/kg
1030
1110
7.92
0% - 20%
EG005T: Cadmium
7440-43-9
1
mg/kg
<1
<1
0.00
No Limit
EG005T: Chromium
7440-47-3
2
mg/kg
35
33
4.99
0% - 50%
0% - 50%
EG005T: Nickel
7440-02-0
2
mg/kg
24
24
0.00
EG005T: Arsenic
7440-38-2
5
mg/kg
8
6
16.9
No Limit
EG005T: Copper
7440-50-8
5
mg/kg
6
9
41.3
No Limit
EG005T: Lead
7439-92-1
5
mg/kg
20
32
44.5
No Limit
EG005T: Zinc
7440-66-6
5
mg/kg
24
43
57.4
No Limit
EG035T: Total Recoverable Mercury by FIMS (QC Lot: 456048)
EM1605327-052
Anonymous
EG035T: Mercury
7439-97-6
0.1
mg/kg
0.1
0.1
0.00
No Limit
EM1605327-073
Anonymous
EG035T: Mercury
7439-97-6
0.1
mg/kg
<0.1
<0.1
0.00
No Limit
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Method Blank (MB) and Laboratory Control Spike (LCS) Report
The quality control term Method / Laboratory Blank refers to an analyte free matrix to which all reagents are added in the same volumes or proportions as used in standard sample preparation. The purpose of this QC
parameter is to monitor potential laboratory contamination. The quality control term Laboratory Control Spike (LCS) refers to a certified reference material, or a known interference free matrix spiked with target
analytes. The purpose of this QC parameter is to monitor method precision and accuracy independent of sample matrix. Dynamic Recovery Limits are based on statistical evaluation of processed LCS.
Laboratory Control Spike (LCS) Report
Method Blank (MB)
Report
Sub-Matrix: SOIL
Spike
Spike Recovery (%)
Concentration
LCS
Low
Recovery Limits (%)
High
CAS Number
LOR
Unit
EG005T: Arsenic
7440-38-2
5
mg/kg
<5
21.7 mg/kg
101
79
113
EG005T: Cadmium
7440-43-9
1
mg/kg
<1
4.64 mg/kg
103
87
115
EG005T: Chromium
7440-47-3
2
mg/kg
<2
43.9 mg/kg
107
89
113
EG005T: Copper
7440-50-8
5
mg/kg
<5
32 mg/kg
102
90
116
EG005T: Lead
7439-92-1
5
mg/kg
<5
40 mg/kg
105
85
107
EG005T: Nickel
7440-02-0
2
mg/kg
<2
55 mg/kg
108
89
111
EG005T: Zinc
7440-66-6
5
mg/kg
<5
60.8 mg/kg
101
89
111
0.1
mg/kg
<0.1
2.57 mg/kg
91.5
85
103
Method: Compound
Result
EG005T: Total Metals by ICP-AES (QCLot: 456047)
EG035T: Total Recoverable Mercury by FIMS (QCLot: 456048)
7439-97-6
EG035T: Mercury
Matrix Spike (MS) Report
The quality control term Matrix Spike (MS) refers to an intralaboratory split sample spiked with a representative set of target analytes. The purpose of this QC parameter is to monitor potential matrix effects on
analyte recoveries. Static Recovery Limits as per laboratory Data Quality Objectives (DQOs). Ideal recovery ranges stated may be waived in the event of sample matrix interference.
Matrix Spike (MS) Report
Sub-Matrix: SOIL
Laboratory sample ID
Client sample ID
Spike
SpikeRecovery(%)
Concentration
MS
Low
Recovery Limits (%)
High
Method: Compound
CAS Number
EG005T: Arsenic
7440-38-2
50 mg/kg
108
78
124
EG005T: Cadmium
7440-43-9
50 mg/kg
116
84
116
EG005T: Chromium
7440-47-3
50 mg/kg
117
79
121
EG005T: Copper
7440-50-8
50 mg/kg
96.5
82
124
EG005T: Lead
7439-92-1
50 mg/kg
116
76
124
EG005T: Nickel
7440-02-0
50 mg/kg
107
78
120
EG005T: Zinc
7440-66-6
50 mg/kg
# Not
Determined
74
128
EG035T: Mercury
7439-97-6
5 mg/kg
88.7
76
116
EG005T: Total Metals by ICP-AES (QCLot: 456047)
EM1605327-053
Anonymous
EG035T: Total Recoverable Mercury by FIMS (QCLot: 456048)
EM1605327-053
Anonymous
True
Environmental
QA/QC Compliance Assessment to assist with Quality Review
Work Order
: EM1605596
Client
Contact
Page
: 1 of 4
Laboratory
Telephone
: +61-3-8549 9636
Project
: ENAUKESW01447AA
: 17-May-2016
Site
: ----
Issue Date
: 20-May-2016
Sampler
: GEOFF HARRIS
:2
Order number
: ----
:1
This report is automatically generated by the ALS LIMS through interpretation of the ALS Quality Control Report and several Quality Assurance parameters measured by ALS. This automated
reporting highlights any non-conformances, facilitates faster and more accurate data validation and is designed to assist internal expert and external Auditor review. Many components of this
report contribute to the overall DQO assessment and reporting for guideline compliance.
Brief method summaries and references are also provided to assist in traceability.
Summary of Outliers
Outliers : Quality Control Samples
This report highlights outliers flagged in the Quality Control (QC) Report.
l
NO Method Blank value outliers occur.
l
NO Duplicate outliers occur.
l
NO Laboratory Control outliers occur.
l
Matrix Spike outliers exist - please see following pages for full details.
l
For all regular sample matrices, NO surrogate recovery outliers occur.
Outliers : Analysis Holding Time Compliance
l
NO Analysis Holding Time Outliers exist.
Outliers : Frequency of Quality Control Samples
l
NO Quality Control Sample Frequency Outliers exist.
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Outliers : Quality Control Samples
Duplicates, Method Blanks, Laboratory Control Samples and Matrix Spikes
Matrix: SOIL
Compound Group Name
Matrix Spike (MS) Recoveries
Laboratory Sample ID
Client Sample ID
Analyte
EM1605327--053
Anonymous
Zinc
CAS Number
Data
Limits
7440-66-6
Not
Determined
----
Comment
MS recovery not determined,
background level greater than or
equal to 4x spike level.
Analysis Holding Time Compliance
If samples are identified below as having been analysed or extracted outside of recommended holding times, this should be taken into consideration when interpreting results.
This report summarizes extraction / preparation and analysis times and compares each with ALS recommended holding times (referencing USEPA SW 846, APHA, AS and NEPM) based on the sample container
provided. Dates reported represent first date of extraction or analysis and preclude subsequent dilutions and reruns. A listing of breaches (if any) is provided herein.
Holding time for leachate methods (e.g. TCLP) vary according to the analytes reported. Assessment compares the leach date with the shortest analyte holding time for the equivalent soil method. These are:
14 days, mercury 28 days & other metals 180 days. A recorded breach does not guarantee a breach for all non-volatile parameters.
Holding times for VOC in soils vary according to analytes of interest. Vinyl Chloride and Styrene holding time is 7 days; others 14 days.
should be verified in case the reported breach is a false positive or Vinyl Chloride and Styrene are not key analytes of interest/concern.
A recorded breach does not guarantee a breach for all VOC analytes and
Evaluation: û = Holding time breach ; ü = Within holding time.
Matrix: SOIL
Method
organics
Extraction / Preparation
Sample Date
Container / Client Sample ID(s)
Analysis
Date extracted
Due for extraction
Evaluation
Date analysed
Due for analysis
Evaluation
EA055: Moisture Content
Soil Glass Jar - Unpreserved (EA055-103)
QC3A
13-May-2016
----
----
----
19-May-2016
27-May-2016
ü
Soil Glass Jar - Unpreserved (EG005T)
QC3A
13-May-2016
18-May-2016
09-Nov-2016
ü
19-May-2016
09-Nov-2016
ü
EG035T: Total Recoverable Mercury by FIMS
Soil Glass Jar - Unpreserved (EG035T)
QC3A
13-May-2016
18-May-2016
10-Jun-2016
ü
19-May-2016
10-Jun-2016
ü
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Quality Control Parameter Frequency Compliance
The following report summarises the frequency of laboratory QC samples analysed within the analytical lot(s) in which the submitted sample(s) was(were) processed. Actual rate should be greater than or equal to
the expected rate. A listing of breaches is provided in the Summary of Outliers.
Evaluation: û = Quality Control frequency not within specification ; ü = Quality Control frequency within specification.
Matrix: SOIL
Quality Control Sample Type
Analytical Methods
Laboratory Duplicates (DUP)
Moisture Content
Count
Method
QC
Regular
Actual
Rate (%)
Expected
EA055-103
2
16
12.50
10.00
Total Mercury by FIMS
EG035T
2
20
10.00
10.00
Total Metals by ICP-AES
EG005T
2
20
10.00
10.00
Laboratory Control Samples (LCS)
EG035T
1
20
5.00
5.00
EG005T
1
20
5.00
5.00
Method Blanks (MB)
EG035T
1
20
5.00
5.00
EG005T
1
20
5.00
5.00
Matrix Spikes (MS)
EG035T
1
20
5.00
5.00
EG005T
1
20
5.00
5.00
Quality Control Specification
Evaluation
ü
ü
ü
NEPM 2013 B3 & ALS QC Standard
ü
ü
ü
ü
ü
ü
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Brief Method Summaries
The analytical procedures used by the Environmental Division have been developed from established internationally recognized procedures such as those published by the US EPA, APHA, AS and NEPM. In house
developed procedures are employed in the absence of documented standards or by client request. The following report provides brief descriptions of the analytical procedures employed for results reported in the
Certificate of Analysis. Sources from which ALS methods have been developed are provided within the Method Descriptions.
Analytical Methods
Method
Matrix
Method Descriptions
Moisture Content
EA055-103
SOIL
EG005T
SOIL
EG035T
SOIL
In house: A gravimetric procedure based on weight loss over a 12 hour drying period at 103-105 degrees C.
This method is compliant with NEPM (2013) Schedule B(3) Section 7.1 and Table 1 (14 day holding time).
In house: Referenced to APHA 3120; USEPA SW 846 - 6010. Metals are determined following an appropriate
acid digestion of the soil. The ICPAES technique ionises samples in a plasma, emitting a characteristic
spectrum based on metals present. Intensities at selected wavelengths are compared against those of matrix
matched standards. This method is compliant with NEPM (2013) Schedule B(3)
In house: Referenced to AS 3550, APHA 3112 Hg - B (Flow-injection (SnCl2)(Cold Vapour generation) AAS)
FIM-AAS is an automated flameless atomic absorption technique. Mercury in solids are determined following an
appropriate acid digestion. Ionic mercury is reduced online to atomic mercury vapour by SnCl2 which is then
purged into a heated quartz cell. Quantification is by comparing absorbance against a calibration curve. This
method is compliant with NEPM (2013) Schedule B(3)
Preparation Methods
Method
Matrix
Method Descriptions
EN69
SOIL
In house: Referenced to USEPA 200.2. Hot Block Acid Digestion 1.0g of sample is heated with Nitric and
Hydrochloric acids, then cooled. Peroxide is added and samples heated and cooled again before being filtered
and bulked to volume for analysis. Digest is appropriate for determination of selected metals in sludge,
sediments, and soils. This method is compliant with NEPM (2013) Schedule B(3) (Method 202)
Hot Block Digest for metals in soils
sediments and sludges
APPENDIX G
ENVIRONMENTAL MANAGEMENT PLAN
PREPARED BY INCITEC PIVOT LIMITED
Incitec Pivot Limited
Port Adelaide
PAD0006
Port Adelaide Site Relocation
Environmental Management Plan
DATE
REV
REVISION DESCRIPTION
Issued
Reviewed
Project
Owner
08/06/2016
1
Draft issued for comment
G.Aimer
M.Walker
M.Shelley
M.Sheahan
2
3
4
5
6
7
PAD0006 PA PDC Environmental Management Plan 160608
Page 1 of 7
Rev4
PAD0006 - Port Adelaide Site Relocation
Contents
1
INTRODUCTION .......................................................................................................................3
1.1 BACKGROUND ..........................................................................................................................3
1.2 DESIGN BASIS ..........................................................................................................................3
1.2.1 Adelaide PDC Feature Description .................................................................................3
2
OPERATIONAL CAPABILITY ............................................................................................... 4
2.1 PERSONNEL .............................................................................................................................. 4
2.2 OPERATIONAL HOURS ..............................................................................................................4
2.3 RAW MATERIALS RECEIVED .....................................................................................................4
2.4 FINISHED GOODS SHIPPED ........................................................................................................4
2.5 LOGISTICS ................................................................................................................................ 4
2.5.1 Site vehicles ......................................................................................................................4
2.5.2 Customer scales/weigh bridges ........................................................................................4
3
ENVIRONMENTAL MANAGEMENT....................................................................................5
3.1 SITE OPERATIONAL PHILOSOPHY ............................................................................................. 5
3.2 EMISSION MANAGEMENT .........................................................................................................5
3.2.1 Product Spillage and Tracking Management...................................................................5
3.2.2 Sewerage ..........................................................................................................................6
3.2.3 Stormwater .......................................................................................................................6
3.2.4 Trades Waste ....................................................................................................................6
3.2.5 Dusts & Fumes .................................................................................................................6
3.2.6 Noise, Heat & Light .........................................................................................................6
4
SITE SERVICES .........................................................................................................................7
4.1 ACCESSIBILITY, ROADS, PATHS ............................................................................................... 7
4.2 PARKING REQUIREMENTS .........................................................................................................7
4.3 LANDSCAPING ..........................................................................................................................7
4.4 ELEVATIONS ............................................................................................................................ 7
4.5 WASHDOWN AREA ...................................................................................................................7
4.6 WASTE STORAGE .....................................................................................................................7
4.7 WATER.....................................................................................................................................7
4.7.1 Potable ............................................................................................................................. 7
4.7.2 Recycled ........................................................................................................................... 7
4.8 FUEL ........................................................................................................................................7
Page 2 of 7
1
INTRODUCTION
1.1 Background
IPL’s Port Adelaide PDC currently stores a range of fertilisers for agricultural use at the Francis St
site. The current site has been sold to the South Australian Government. IPL has contracted
Commercial & General Pty Ltd to construct a new Primary Distribution Centre (PDC) on a greenfield site under a Development and Lease Agreement.
1.2 Design Basis
The operation encompassing bulk fertiliser storage and sale is proposed to be relocated to a bestpractice-design facility modelled on the bench mark Oyster Cove Site located in Geelong.
Sulphuric Acid storage operations will remain on the current site adjacent to the current Port
Adelaide PDC site.
1.2.1
Adelaide PDC Feature Description
The Port Adelaide facility will have a storage capacity of approximately 50,000 tonnes.
Final building specifications are as follows:

Site size approximately 260m x 140m, ≈3.5 Ha

Bulk Storage Warehouse size: 173m x 76m = approx. 13,200m2
o 8 primary storage bays
o Single span design: no central columns
o roof apex at 21m above floor level
o roof eave at 11m above floor level

Out-loading Annex: 145m x 20m = approx. 2,900m2
o Covered roof over all blending & out-loading operations
o 3 x 40m long 130T weighbridges

Awning: 76m x 35m = 2,660 m2
o Covered roof over high environmental contamination risk operational area

Office building with amenities @ 350m2

Small maintenance and parts storage area (shipping container)

Truck parking for minimum 16 B-double trucks

Car parking for minimum 20 spaces

Sealed roads for all site traffic

Front End Loader (FEL) cleaning and wash down area

External truck driver amenities.
Page 3 of 7
2
OPERATIONAL CAPABILITY
2.1 Personnel
Staffing levels of 5 operational staff and 2 sales staff will be used to operate the facility during
normal periods with additional casual personnel as required during peak times. Regional sales and
support staff will also be located at the facility.
2.2 Operational hours
The facility will normally operate 40 hours per week, Monday to Friday however during peak
periods extended hours and some weekend operation may be required.
Stocks of product stored on site will be supplied into the port by ship and delivered by truck into
the storage sheds. During these periods operating times will be extended to 24 hours on any day
of the week to meet shipping schedules.
2.3 Raw materials received
Bulk raw materials which will typically be delivered to and stored on site are all Nitrogen /
Phosphorus / Potassium based fertilisers which typically include:

Urea

Di Ammonium Phosphate (DAP)

Gran-Am

Mono Ammonium Phosphate (MAP)

Granulok-Z

Single Super Phosphate (SSP)

Muriate of Potash (MOP)

Triple Super Phosphate (TSP)

Sulfate of Potash (SOP)

Miscellaneous minor products
2.4
Finished goods shipped

“Straights” from all bulk goods in storage and “Blends” of up to 5 parts plus 2 trace
elements for proprietary customer blends unique to IPL.

Dispatched in bulk via trucks.
2.5
2.5.1
Logistics
Site vehicles
The site will be suitable for operational equipment required for this facility including:
2.5.2

3 tonne Forklifts for moving bags and loading trucks

Front End Wheel Loaders (FEL)

Excavators

Trucks, rigid tray, semi-articulated, B-double and SA approved Double Road Trains.
Customer scales/weigh bridges
All products will be dispatched from the site on road transport ranging in size from rigid
Page 4 of 7
trucks to Double Road Trains and B Doubles.
Vehicles will be loaded on 45m long weighbridges.
3
ENVIRONMENTAL MANAGEMENT
3.1 Site Operational Philosophy
IPL is a global company and it operates safety and environmental management systems which
apply to all of their sites and operations.
The site will be designed, operated and maintained to meet both the internal management
systems and external regulatory requirements.
3.2
3.2.1
Emission management
Product Spillage and Tracking Management
Building placement and traffic routing has been configured to minimise the risk of
uncontained external product spillage, “tracking” of product from truck wheels and crosscontamination from “contaminated” tyres to “non-contaminated”.
Bulk product movement from Flinders Port will normally occur through a security gate
providing direct access from the Port. Traffic from the Port will enter the Bulk Storage
Shed, unload and then proceed across shaker grids to a compressed air blow-down bay.
After external and undercarriage cleaning, vehicles will exit the Shed and travel under
cover of an awning that spans the width of the Shed (75 metres) across further shaker grids
to shake free and reduce potential undercarriage and tyre carryover, before exiting the
site. All road surfaces on this truck route will be sealed and subject to regular mechanical
sweeping. The presence of an awning over this area in conjunction with appropriate
surface grading and active management practice will reduce the potential of product
carryover into the stormwater management system.
A Wash-down and Maintenance Bay will be provided for mobile plant under the awning,
with all wash down water and fugitive solids managed through a solids and oils/fuels
interceptor system. A diesel storage and refuelling facility will also be located under the
awning adjacent to the Maintenance Bay.
Mobile plant will be operating under cover for all of their operational requirements, thus
eliminating product carryover outside of the Main Storage Shed from their operation.
Bulk trucks will enter the site from a sealed public road (Dock Road). They will enter the
western end of the Out-loading Annex, be loaded either over weighbridges or directly from
a batch weigh system and then proceed across shaker grids to a compressed air blow-down
bay. The truck loading conveyors will be equipped with a reversing function so that any
over-capacity material can be reversed off the system and conveyed directly back into the
Main Storage Shed. This will largely eliminate the potential for spillage and subsequent
tracking after “over loading” as drivers attempt to reduce their payloads. Nevertheless it is
considered that trucks exiting the Annex will present a high contamination risk and
therefore management of stormwater run-off from those surfaces will be designed to
control that risk (see below).
The Port-traffic and bulk out-loading traffic are completely separated which minimises the
risk of cross-contamination from one source to the other.
Page 5 of 7
3.2.2
Sewerage
Staff and visitor (truck drivers) amenities will be connected to the local sewerage system.
3.2.3
Stormwater
The site will have a storm water management plan that ensures compliance with Local
Regulatory authority requirements.
Some key elements are:
3.2.4

All trafficked and operational areas will be sealed with concrete or bitumen;

All product storage areas will be sealed with concrete;

All storage and operational areas will be covered;

Stormwater runoff from all roofs will be captured and directed to an off-site bioswale drain;

Stormwater runoff from paved areas will be graded into surface spoon drains into a
gated GPT before being directed to the off-site bio-swale drain;

No pH monitoring of stormwater will be provided.
Trades Waste
A wash-down and maintenance bay for mobile plant will be provided under an awning,
with all wash down water managed through a Gross Pollution Trap (GPT) interceptor
system. pH monitoring of the wash down water will be provided with discharge suspension
occurring when the discharge is outside of allowable limits. Discharge from the GPT will be
to the public sewerage system;
3.2.5
Dusts & Fumes
Design and operation of the sites infrastructure, equipment and systems to manage
emissions and fumes will be in accordance with IPL’s Environmental Management System
and local Regulatory Authorities.
Some key elements are as follows:
3.2.6

Operational and storage areas will be enclosed so that any dust generated will be
contained within the buildings. All warehouse and building openings will have
lockable doors.

Truck load out points and fixed product changeover points will be fitted with
purpose designed chutes to contain dust.
Noise, Heat & Light
Design and operation for noise, heat and lighting will be in accordance with IPL internal
requirements, the Building Code Australia and local Regulatory Authority requirements.
Energy efficient heating, cooling and lighting will be incorporated with “green” principles at
the design stage and may include cost effective items such as solar powered hot water and
electricity.
Warehouse buildings will be reliant upon ambient lighting through translucent roof
sheeting during normal hours of operation.
Page 6 of 7
4
SITE SERVICES
4.1 Accessibility, Roads, Paths
Sealed road access will be provided to the site suitable for heavy traffic including B-Doubles,
Double Road Trains and Triple Road Trains.
All site roads and paths will be concreted or heavy duty bitumen and trimmed with curbing.
4.2 Parking requirements
Indicative requirement of bare minimum of 16 with 20 spaces desired for outloading bulk
transport.
Approximately 20 car parks will be provided for site staff and visitors as per regulatory
requirements.
4.3 Landscaping
Landscaping will be provided in accordance with local council requirements and include a
prominent sign for IPL to advertise the premises.
All gates will be clearly signed with entry identification numbers and entry/exit instructions.
4.4 Elevations
The site will not be located in areas which are subject flooding (assume 1 in 100 year flood) or
rising sea levels. The base RL for the site is 3.450m AHD.
4.5 Washdown Area
Recycled water wash bay facilities will be installed for mobile plant.
4.6 Waste storage
Skip bin area to be allocated on site hard stand.
4.7
4.7.1
Water
Potable
Supplied to all amenities.
4.7.2
Recycled
Roof water will be collected and recycled for gardens and the wash down area.
4.8 Fuel
A bunded and containerised diesel fuel storage (2,000L) and filling station will be installed on site.
Page 7 of 7
APPENDIX H
LESSOR FUNCTIONAL DESIGN SPECIFICATION
PREPARED BY INCITEC PIVOT LIMITED
Port Adelaide
PAD0006
Port Adelaide Site Relocation
Lessor Functional Design Specification
DATE
REV
REVISION DESCRIPTION
Issued
Reviewed
Project
Owner
02/06/13
1
Draft issued for comment
R.Palmer
M.Shelley
M.Sheahan
19/11/14
2
Converted to Lessor Functional Design document
R.Palmer
M.Shelley
M.Sheahan
21/11/14
3
Comments by MS & MS added.
R.Palmer
M.Shelley
M.Sheahan
20/05/15
4
Updated to reflect FEL 1 & 2 Hazard Study outcomes
G.Aimer
M.Shelley
M.Sheahan
11/11/15
5
Updated to reflect Haz 3 and C&G Design Review
Outcomes
G.Aimer
M.Shelley
M.Sheahan
6
7
PAD0006 Lessor Functional Design Specification R5 151111.docx
Page 1 of 12
Rev4
Contents
1
INTRODUCTION ....................................................................................................................... 4
1.1 BACKGROUND .......................................................................................................................... 4
1.2 DESIGN BASIS .......................................................................................................................... 4
1.2.1 Proposed Adelaide PDC .................................................................................................. 4
1.3 STATUTORY REQUIREMENTS, PLANNING AND REGULATORY................................................... 4
2
OPERATIONAL CAPABILITY ............................................................................................... 5
2.1 PERSONNEL .............................................................................................................................. 5
2.2 OPERATIONAL HOURS .............................................................................................................. 5
2.3 RAW MATERIALS RECEIVED ..................................................................................................... 5
2.4 FINISHED GOODS SHIPPED ........................................................................................................ 5
2.5 LOGISTICS ................................................................................................................................ 5
2.5.1 Site vehicles ...................................................................................................................... 5
2.5.2 Customer scales/weigh bridges ........................................................................................ 5
3
PLANT CAPACITY.................................................................................................................... 6
3.1
3.2
3.3
4
RAW MATERIALS STORAGE ...................................................................................................... 6
FINISHED GOODS STORAGE....................................................................................................... 6
OPERATIONAL CAPACITY......................................................................................................... 6
EHS CONSIDERATIONS .......................................................................................................... 6
4.1 SITE OPERATIONAL PHILOSOPHY ............................................................................................. 6
4.2 EMISSION MANAGEMENT ......................................................................................................... 6
4.2.1 Product Spillage and Tracking Management................................................................... 6
4.2.2 Sewerage .......................................................................................................................... 7
4.2.3 Stormwater ....................................................................................................................... 7
4.2.4 Dusts & Fumes ................................................................................................................. 8
4.2.5 Noise, Heat & Light ......................................................................................................... 8
5
CIVIL AND STRUCTURAL ..................................................................................................... 8
5.1
5.2
5.3
5.4
5.5
5.6
5.7
5.8
5.9
5.10
5.11
5.12
5.13
5.14
5.15
6
SITE LOCATION REQUIREMENTS ............................................................................................... 8
ACCESSIBILITY, ROADS, PATHS ............................................................................................... 8
PARKING REQUIREMENTS ......................................................................................................... 8
LANDSCAPING .......................................................................................................................... 8
SECURITY ................................................................................................................................. 9
ELEVATIONS ............................................................................................................................ 9
STORMWATER MANAGEMENT.................................................................................................. 9
SUBSTATION ............................................................................................................................ 9
WAREHOUSE ............................................................................................................................ 9
ADMINISTRATIVE OFFICE ..................................................................................................... 9
TRUCK DRIVERS AMENITY ................................................................................................... 9
MAINTENANCE WORKSHOP .................................................................................................. 9
MOTOR CONTROL CENTERS ................................................................................................. 9
WASHDOWN AREA ............................................................................................................... 9
WASTE STORAGE ................................................................................................................ 10
PLANT AND EQUIPMENT .................................................................................................... 10
6.1
6.2
6.3
MECHANICAL GENERAL......................................................................................................... 10
ELECTRICAL GENERAL........................................................................................................... 10
DISPATCH .............................................................................................................................. 10
Page 2 of 12
6.4
6.5
6.6
6.7
6.8
7
WEIGH BRIDGES .................................................................................................................... 10
BLENDING AND IBC PLANT ................................................................................................... 10
LIQUID BLEND PLANT ............................................................................................................ 10
ACID PLANT ........................................................................................................................... 10
TRUCK WHEEL WASH STATION(S) .......................................................................................... 10
SITE SERVICES ....................................................................................................................... 10
7.1 ELECTRICITY .......................................................................................................................... 10
7.2 NATURAL GAS ....................................................................................................................... 10
7.3 WATER................................................................................................................................... 11
7.3.1 Potable ........................................................................................................................... 11
7.3.2 Recycled ......................................................................................................................... 11
7.3.3 Fire Services ................................................................................................................... 11
7.4 SEWERAGE ............................................................................................................................. 11
7.5 DATA ..................................................................................................................................... 11
7.6 COMMUNICATIONS ................................................................................................................. 11
7.6.1 Phone (ISD/VOIP).......................................................................................................... 11
7.6.2 Mobile phone .................................................................................................................. 11
7.6.3 Public Address/Evacuation ............................................................................................ 11
7.7 FUEL ...................................................................................................................................... 11
7.8 COMPRESSED AIR .................................................................................................................. 11
8
INCLUSIONS/EXCLUSIONS ................................................................................................. 11
8.1
8.2
SITE FACILITY INCLUSIONS .................................................................................................... 11
SITE FACILITY EXCLUSIONS ................................................................................................... 12
Page 3 of 12
1
INTRODUCTION
1.1 Background
Port Adelaide PDC currently stores a range of fertilisers for agricultural use at the Francis St. The
current site has been sold to the South Australian Government. IPL proposes to construct a new
PDC on a green-field site under a Development and Lease Agreement with a short listed
developer.
1.2 Design Basis
The operation encompassing bulk fertiliser storage and sale is proposed to be relocated to a bestpractice-design facility modelled on the bench mark Oyster Cove Site located in Geelong. Acid
storage operations will remain on the current site adjacent to the current Port Adelaide PDC site.
1.2.1
Proposed Adelaide PDC
The Port Adelaide facility will be similar to the Oyster Cove Load-out Shed 1 facility with a storage
capacity of approximately 50,000 tonnes. Unlike Oyster Cove, blending facilities will be included.
Final building specifications are as follows:

Site size approximately 260m x 140m, ≈3.5 Ha

Bulk Storage Warehouse size: 173m x 76m = approx. 13,200m2
o 8 primary storage bays
o Single span design: no central columns
o roof apex at 21m above floor level
o roof eave at 11m above floor level

Out-loading Annex: 145m x 20m = approx. 2,900m2
o Covered roof over all blending & out-loading operations
o 3 x 40m long 130T weighbridges

Awning: 76m x 35m = 2,660 m2
o Covered roof over high environmental contamination risk operational area

Office building with amenities @ 350m2

Small maintenance and parts storage area (shipping container by Lessor)

Truck parking for minimum 16 B-double trucks

Car parking for minimum 20 spaces

Sealed roads for all site traffic

FEL cleaning and wash down area

External truck driver amenities (IPL supply).
1.3 Statutory Requirements, Planning and Regulatory
In addition to standard requirements for operating facilities of this type the new facility is required
to comply with AQIS standards. It is critical that site selection, plant and equipment operate in
compliance with all EPA or other discharge controls.
Site operation will not generate legacy issues such as accumulation of contaminants in soil or
storm water infrastructure due to the design features incorporated.
Page 4 of 12
2
OPERATIONAL CAPABILITY
2.1 Personnel
Staffing levels of 5 operational staff and 2 sales staff will be used to operate the facility during
normal periods. Up to 4 additional casual personnel may be required during peak times. Regional
sales and support staff will also be located at the facility.
2.2 Operational hours
The facility will normally operate 40 hours per week, Monday to Friday however during peak
periods extended hours and some weekend operation may be required.
Stocks of product stored on site will be supplied into the port by ship and delivered by truck into
the storage sheds. During these periods operating times will be extended to 24 hours on any day
of the week to meet shipping schedules.
2.3 Raw materials received
Bulk raw materials which will typically be delivered to and stored on site are all Nitrogen /
Phosphorus / Potassium based fertilisers which typically include:

Urea

Di Ammonium Phosphate (DAP)

Gran-Am

Mono Ammonium Phosphate (MAP)

Granulok-Z

Single Super Phosphate (SSP)

Muriate of Potash (MOP)

Triple Super Phosphate (TSP)

Sulfate of Potash (SOP)

Miscellaneous minor products
2.4
Finished goods shipped

“Straights” from all bulk goods in storage and “Blends” of up to 5 parts plus 2 trace
elements for proprietary customer blends unique to IPL.

Dispatched in bulk via trucks.
2.5
2.5.1
Logistics
Site vehicles
The site will be suitable for operational equipment required for this facility including:
2.5.2

3 tonne Forklifts for moving bags and loading trucks

Front End Wheel Loaders

Excavators

Site vehicle
Customer scales/weigh bridges
All products will be dispatched from the site on road transport ranging in size from rigid
Page 5 of 12
trucks to Double Road Trains and B Doubles.
Vehicles will be loaded on 45m long weighbridges.
3
PLANT CAPACITY
3.1 Raw materials storage
Raw materials will be stored in bays sized to suit the sales volume and logistics of each of the raw
materials required. Typically they will be between 9,000 and 11,000 tonnes for higher volume
products and smaller for low volume products.
A minimum of 8 major storage bays are required.
The approximate storage capacity for bulk materials will be in the order of 50,000 tonne.
All raw materials will be stored under cover in fully enclosed, purpose designed buildings.
Stockpiles may be up to 11m high at their peak as limited by the floor loading limit (80kPa).
3.2 Finished goods storage
Bulk blended products will normally be manufactured on demand and loaded directly into trucks
so there will be no storage of blends.
3.3 Operational Capacity1
The facility will reliably cater to the following indicative traffic volumes:
4

Nominal truck load 35 tonnes

70 trucks per shift loaded outgoing

300 T/h incoming during ship unloading operations on a 24/7 basis.
EHS CONSIDERATIONS
4.1 Site Operational Philosophy
IPL is a global company and it operates safety and environmental management systems which
apply to all of their sites and operations.
The site will be designed, operated and maintained to meet both the internal management
systems and external regulatory requirements.
4.2
4.2.1
Emission management
Product Spillage and Tracking Management
Building placement and traffic routing has been configured to minimise the risk of
uncontained external product spillage, “tracking” of product from truck wheels and crosscontamination from “contaminated” tyres to “non-contaminated”.
Bulk product movement from Flinders Port will normally occur through a security gate
providing direct access from the Port. Traffic from the Port will enter the Bulk Storage
Shed, unload and then proceed across shaker grids to a compressed air blow-down bay.
After external and undercarriage cleaning, vehicles will exit the Shed and travel under
cover of an awning that spans the width of the Shed (75 metres) across further shaker grids
to shake free and reduce potential undercarriage and tyre carryover, before exiting the
1 Capacity will vary depending on fleet logistics and product sales mix.
Page 6 of 12
site. All road surfaces on this truck route will be sealed and subject to regular mechanical
sweeping. The presence of an awning over this area in conjunction with appropriate
surface grading and active management practice will reduce the potential of product
carryover into the stormwater management system.
A containment mechanism to prevent spillage from between the gap between the external
cladding and the concrete bunker containment walls (4 metres high) will be assessed and
incorporated if viable.
A Wash-down and Maintenance Bay for mobile plant will be provided under the awning,
with all wash down water and fugitive solids managed through a solids and oils/fuels
interceptor system. A diesel storage and refuelling facility will also be located under the
awning adjacent to the Maintenance Bay.
Mobile plant will be operating under cover for all of their operational requirements, thus
eliminating product carryover outside of the Main Storage Shed from their operation.
Bulk trucks will enter the site from a sealed public road (Dock Road). They will enter the
western end of the Out-loading Annex, be loaded either over weighbridges or directly from
a batch weigh system and then proceed across shaker grids to a compressed air blow-down
bay. The truck loading conveyors will be equipped with a reversing function so that any
over-capacity material can be reversed off the system and conveyed directly back into the
Main Storage Shed. This will largely eliminate the potential for spillage and subsequent
tracking after “over loading” as drivers attempt to reduce their payloads. Nevertheless it is
considered that trucks exiting the Annex will present a high contamination risk and
therefore management of stormwater run-off from those surfaces will be designed to
control that risk (see below).
The Port-traffic and bulk out-loading traffic are completely separated which minimises the
risk of cross-contamination from one source to the other.
4.2.2
Sewerage
Staff amenities will be connected to the local sewerage system.
4.2.3
Stormwater
The site will have a storm water management plan that ensures compliance with Local
Regulatory authority requirements.
Some key elements are:

All trafficked and operational areas will be sealed with concrete or bitumen;

All product storage areas will be sealed with concrete;

All storage and operational areas will be covered;

Maintenance and refuelling of mobile plant will be in an undercover, bunded area;

A wash-down and maintenance bay for mobile plant will be provided under an
awning, with all wash down water managed through a Gross Pollution Trap (GPT)
interceptor system. Discharge from the GPT will be to the public sewerage system;

Stormwater runoff from all roofs will be captured and directed to an off-site bioswale drain;

Stormwater runoff from paved areas will be graded into surface spoon drains into a
gated GPT before being directed to the off-site bio-swale drain;
Page 7 of 12
4.2.4
Dusts & Fumes
Design and operation of the sites infrastructure, equipment and systems to manage
emissions and fumes will be in accordance with IPL’s Environmental Management System
and local Regulatory Authorities.
Some key elements are as follows:
4.2.5

Operational and storage areas will be enclosed so that any dust generated will be
contained within the buildings. All warehouse and building openings will have
lockable doors.

Truck load out points and fixed product changeover points will be fitted with
purpose designed chutes to contain dust.
Noise, Heat & Light
Design and operation for noise, heat and lighting will be in accordance with IPL internal
requirements, the Building Code Australia and local Regulatory Authority requirements.
Energy efficient heating, cooling and lighting will be incorporated with “green” principles at
the design stage and may include cost effective items such as solar powered hot water and
electricity.
Warehouse buildings will be reliant upon ambient lighting through translucent roof
sheeting during normal hours of operation.
5
CIVIL AND STRUCTURAL
5.1 Site location requirements
The site will be located in an area suitable for this type of operation with suitable buffers to
residential and other sensitive areas or development.
It is desirable that the site is as close as practicable to the ship unload point whilst maintaining the
current accessibility for road trains (two compartment) and B double transport.
5.2 Accessibility, Roads, Paths
Sealed road access to the site suitable for heavy traffic including B-Doubles, Double Road Trains
and Triple Road Trains will be provided.
All site roads and paths will be concreted or heavy duty bitumen and trimmed with curbing.
5.3 Parking requirements
Indicative requirement of bare minimum of 16 with 20 spaces desired for outloading bulk
transport.
- Offsite parking of bulk transport vehicles impeding public traffic is unacceptable.
- Insufficient truck parking spaces can inhibit peak season sales
Approximately 20 car parks will be provided for site staff and visitors as per regulatory
requirements.
5.4 Landscaping
Landscaping will be provided in accordance with local council requirements and include a
prominent sign for the Lessee to advertise the premises.
All gates will be clearly signed with entry identification numbers and entry/exit instructions.
Page 8 of 12
5.5 Security
The site will be fenced (minimum 2,400 high) with lockable, powered gates and a security
surveillance system for both internal and external areas.
5.6 Elevations
The site will not be located in areas which are subject flooding (assume 1 in 100 year flood) or
rising sea levels. Statutory RL’s must be complied with for all operational areas.
5.7 Stormwater Management
Refer 4.2.2
Additionally regional/local stormwater plans must be complied with.
5.8 Substation
Connection to electrical network and able to feed nominal 1,000A load at 415 VAC, 50Hz
5.9 Warehouse
Building will be designed for a corrosive environment as per current IPL specifications for this
service and IPF Engineering standards.
Specifications for all materials must be agreed to in Stage 2B with the Developer.
5.10 Administrative Office
Indicative office and administration area to include:

6 offices

Reception area

Change room for 6 staff

Amenities (with 3 showers)

Lunchroom

Meeting room
 Services room (IT/Data/Printer/Copier/Fax/Admin supply storage)
Total approximate area 350m2
5.11 Truck Drivers Amenity
A truck driver rest area with separate toilet and kitchenette will be provided by IPL to service both
the bulk transport vehicles (potentially parked overnight on site) and Port-to-site vehicles (who
may be operating on a 24 x 7 basis).
5.12 Maintenance Workshop
A small undercover maintenance parts storage area will be provided on site by IPL comprising a
shipping container.
5.13 Motor Control Centers
IPL will supply MCC’s to suit the installed plant and equipment.
5.14 Washdown Area
Recycled water wash bay facilities will be installed by the landlord for mobile plant as per the
Page 9 of 12
Oyster Cove design.
5.15 Waste storage
Skip bin area to be allocated on site hard stand.
6
PLANT AND EQUIPMENT
6.1 Mechanical General
Straight product will be fed into loading hoppers by FEL’s, screened and transferred to the truck
load out points by belt conveyors.
A single feed hopper for each of the 2 weighbridges/loading points will be provided.
6.2 Electrical General
All electrical works will be installed to local regulations, AS3000 and IPL HRS4 Electrical Safety
Standards. Specifications are to be agreed to in Stage 2B with the Developer.
6.3 Dispatch
The truck load out area will be fully enclosed except for the entry and exit area.
Particular attention has been paid to ensuring that people/vehicle interactions are minimised,
segregated and controlled.
Space will be allocated for tarp removal and fitting before/after loading.
6.4 Weigh Bridges
3 off, 130 tonne capacity, above ground units with 40m long decks will be installed by IPL.
Civil foundations to suit will be supplied by the Landlord.
6.5 Blending and IBC Plant
Blending, bagging and loading plant will be supplied and installed by IPL.
6.6 Liquid Addition Plant
Liquid additive plant will be supplied and installed by IPL.
6.7 Acid Plant
Retained at current site and is not applicable to this site.
6.8 Truck Wheel Wash
Not required due to the suite of management practices incorporated.
7
SITE SERVICES
7.1 Electricity
Lighting, field outlets, security systems, powered gates, GPO’s in 240V and 415V.
7.2 Natural Gas
Not required
Page 10 of 12
7.3
Water
7.3.1
Potable
Required for all amenities
7.3.2
Recycled
Roof water will be collected and recycled for gardens and wash down area.
Specifications to be agreed in stage 2B with the Developer.
7.3.3
Fire Services
Fire protection services will be provided in accordance with Local Regulatory and insurer’s
requirements.
7.4 Sewerage
The Landlord will supply a connection to sewerage services as per local regulations.
7.5 Data
High speed broad band required with specifications to be agreed in stage 2B.
7.6
Communications
7.6.1
Phone (ISD/VOIP)
Yes
7.6.2
Mobile phone
Yes
7.6.3
Public Address/Evacuation
Yes
7.7 Fuel
A bunded containerised diesel fuel storage (2-3,000L) and filling station will be included on site by
IPL.
7.8 Compressed Air
An industrial grade compressed air supply and will be provided by IPL (700kpa).
Instrument grade compressed air is not required.
8
INCLUSIONS/EXCLUSIONS
8.1 Site Facility Inclusions
8.1.1 Inclusions – For proposal purposes this includes the supply of all building structural and
standard site services to be built by the nominated third party contracted to build this
facility. This includes statutory planning and approvals, design, construction and handover
documentation.
8.1.2 Supply items typically includes building/s to completion as per agreed design (including
foundations and nominated fertiliser concrete bund walls, and structural requirements for
Page 11 of 12
later fit-out of fertiliser equipment), office and amenities as per agreed design, external hard
stand paved areas, connection to storm water (town or internal capture prior to discharge,
includes separate outfall piping for segregation of roof water versus concrete areas, includes
access pits for sampling and flow control as per agreed plan), connection to town water,
connection to suitable electrical supply including termination to 415V at distribution point
with suitable connections for fertiliser plant, facility to include all lighting and GPO power
circuits for building, office and other points, site communications for data, voice, P.A. to
agreed points of termination points with suitable connection points, site fencing and security
(including automatic sliding gates and Cardex type electronic access swipe card system) as
per agreed layout, fire services as per statutory regulations, connection (including crossovers
to external road network suitable for B-Double trucks, site landscaping as per agreed plan,
traffic management signage and surface lines.
8.2 Site Facility Exclusions
8.2.1 Exclusions – Not in the Developer’s scope of supply are design and supply of all fertiliser
related plant and equipment, mobile equipment, licences to operate, re-locatable bund
walls, weighbridges, platforms and walkways, control systems, compressed air system, office
furniture fit-out.
A single CER’s will be presented that will cover the Development and Lease of the facility and
the “fit-out” of mechanical equipment, weighbridges, electrical power and control systems,
security systems, office furniture, etc.
Page 12 of 12

Flinders Ports Dockside Industrial Estate

Transcription

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