geotechnical site investigation · proposed multi-level (up to 6 level) residential buildings with...
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1
GEOTECHNICAL INVESTIGATION REPORT
LOT 30, SOUTH STREET MARSDEN PARK
GEOTESTA PTY LTD | ABN 91851620815 | 6/31-37 Howleys Road, Notting Hill VIC 3168
Phone: 1300 852216 | Fax: 03 9562 9098 | email: [email protected]
CLIENT : UNIVERSAL PROPERTY GROUP
REPORT No. : NE004-16 - Geotechnical Investigation
DATE : 04 April 2016
Lot 30, South Street, Marsden Park NE004-16
2
EXECUTIVE SUMMARY
A geotechnical investigation was conducted by Geotesta for the proposed residential
development at Lot 30 South Street, Marsden Park on 26 February 2016. The aim of the
geotechnical investigation is to provide geotechnical design parameters for the
proposed multi-level (up to 6 level) residential buildings with basement.
The report provides information on the subsurface soil profile, site classification,
suitable foundation systems and founding depths, retaining wall design parameters
and recommendations for earthworks.
Lot 30, South Street, Marsden Park NE004-16
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TABLE OF CONTENT
1. INTRODUCTION ................................................................................................................................ 4
2. FIELD INVESTIGATION .................................................................................................................... 5
3. FINDINGS ............................................................................................................................................. 7
3.1 Site Condition .................................................................................................................................. 7
3.2 Site Geology ..................................................................................................................................... 7
3.3 Generalised Soil Profile .................................................................................................................. 7
3.4 Site Classification............................................................................................................................. 8
3.5 Laboratory Test ................................................................................................................................ 9
4. FOUNDATION RECOMMENDATIONS....................................................................................... 11
4.1 Pad Footing System ....................................................................................................................... 11
4.1 Bored Pier Footing System ........................................................................................................... 11
5. EARTH WORKS ................................................................................................................................. 13
5.1 Site Stripping & Clearing ............................................................................................................. 13
5.2 Earthworks ..................................................................................................................................... 13
5.3 Drainage of Retention Systems ................................................................................................... 13
5.4 Erosion and sediment control ...................................................................................................... 13
5.5 Open Cut Excavation .................................................................................................................... 14
5.6 Select Fill Material ......................................................................................................................... 14
5.7 Compaction Requirements .......................................................................................................... 14
5.8 Retaining Wall ............................................................................................................................... 15
5.9 Pavement Subgrade Preparation (Driveways and Car parks) ................................................ 15
5.10 Construction Works .................................................................................................................... 15
Appendix A Test Pit and Borehole Logs
Appendix B Laboratory Test Results
Appendix C Core and Test Pit Photos
Lot 30, South Street, Marsden Park NE004-16
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1. INTRODUCTION Geotesta undertook a geotechnical investigation for the proposed multi-level
residential development at Lot 30 South Street, Marsden Park on 26 February 2016.
This geotechnical investigation work was authorised by Universal Property Group.
This report presents the geotechnical investigation results including subgrade
conditions, subsurface soil profile, in-situ testing results, recommendations on the
design of suitable footing systems and founding depths and retaining wall design
parameters.
Lot 30, South Street, Marsden Park NE004-16
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2. FIELD INVESTIGATION
The investigation involved the drilling of 3 boreholes and 12 test pits in the area of the
proposed development. A site sketch showing the approximate borehole locations is
presented in Figure 1. The field investigation was carried out on 26 February 2016.
Figure 1: Site Plan and Borehole Locations
The boreholes were drilled to a maximum depth of 10.0m. Boreholes drilling was
undertaken using a track mounted Comacchio Geo 205 drilling rig. Standard
Penetration Test (SPT) was undertaken in the soil profile in each borehole at every 1.5m
depth interval. Rock coring was undertaken in rock formation.
Lot 30, South Street, Marsden Park NE004-16
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The test pits were excavated to a depth of 2.5m to 3.0m. Test pit excavation was
undertaken using a 5 ton Yanmar Excavator.
The soil profile encountered in the boreholes was logged by a Geotesta Geotechnical
Engineer in accordance with AS 1726-1993. All field observations are presented on the
borehole logs attached in Appendix A. Selected representative samples were sent to the
Geotesta NATA accredited laboratory for testing of appropriate index properties.
Lot 30, South Street, Marsden Park NE004-16
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3. FINDINGS
3.1 Site Condition
The site is a farmland situated to the south of South Street in Marsden Park. The site is
gently sloping towards the north. The property covers an area of approximately 11.5
hectares and is currently an open paddock with scattered trees across the majority of
the site and denser tree cover in the southern section of the site. A farm dam is located
in the northern corner of the property.
3.2 Site Geology
The geological origin of the soil profile was identified from our visual examination of
the soil samples, geotechnical experience, and reference to geological maps of the area.
The geological map of the area indicates that the site is underlain by Wianamatta
Group sandstone and shales (Geology Map of Sydney, 1:100,000 scale) with presence of
residual soil in the upper layers. Bringelly Shale of Wianamatta Group consists of shale,
carbonaceous claystone, claystone, laminated fine to medium grained lithic sandstone
and rare coal or tuff.
Figure 2: Geology Map of the Site
3.3 Soil Profile
The soil profile at the test locations is presented in the borehole logs in Appendix A.
The underlying subsurface soil profile as encountered in boreholes generally consisted
Lot 30, South Street, Marsden Park NE004-16
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of thin layer of silty sand topsoil overlying firm clay that grades to hard clay which
overlies moderately to slightly weathered shale. The test pit excavations revealed no
presence of groundwater to the end of the test pit excavation except in test pit TP7
where perched groundwater was intersected at 2.4m depth.
The subsurface soil profile are detailed in the following table.
Table 1: Subsurface Soil Profile
Borehole
no.
Depth
(m)
Soil/Rock
Type
Consistency/
Relative density/
Strength
Undrained
Shear Strength,
Su (kPa)
TP1-TP12 0.0-0.05 Silty Sand Medium dense -
0.05-1.0 Clay Firm 40
1.0-2.0 Clay Stiff 80
2.0-2.5 Clay Very Stiff 150
BH1 0.0-0.05 Silty Sand Medium dense -
0.05-1.0 Clay Firm 40
1.0-2.2 Clay Stiff 80
2.2-5.5 Clay/XW Shale Very stiff to hard 200-300
5.5-6.0 HW Shale (Class V) Extremely Low 400
6.0-9.0 MW Shale (Class IV) Very Low - Low 800
9.0-10.5 SW Shale (Class III) Low - Medium 1500
BH2 0.0-0.05 Silty Sand Medium dense -
0.05-1.4 Clay Firm 35
1.4-3.0 Clay Stiff 70
3.0-5.0
Clay/XW Shale Very stiff to hard 100-300
5.0-7.9 HW Shale (Class V) Extremely Low 400
7.9-9.0 MW Shale(Class IV) Very Low - Low 800
Groundwater was not encountered in any of the boreholes during our investigation.
3.4 Site Classification
After considering the area geology, the soil profile encountered in the bores and the
climatic zone of the area (zone 2); the site is classified as CLASS H1, with respect to
foundation construction (Australian Standard 2870-2011 Residential Slabs and
Footings).
Lot 30, South Street, Marsden Park NE004-16
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It has been estimated that the Characteristic Surface Movement (ys) of the underlying
natural soil material will be in the range of 40mm to 60mm provided the building site is
protected from “abnormal moisture conditions” and is drained as described in AS 2870.
It must be emphasized that the heave mentioned and recommendations referred to in
this report are based solely on the observed soil profile observed at the time of the
investigation for this report, without taking into account any abnormal moisture
conditions as defined in AS2870 – 2011, Clause 1.3.3 that might be created thereafter.
With abnormal moisture conditions, distresses will occur and may result in “non-
acceptable probabilities of serviceability and safety of the building during its design
life”, as defined in AS2870-2011, Clause 1.3.1.
3.5 Laboratory Test
Representative subgrade samples were sent to a Geotesta NATA accredited laboratory
for testing of appropriate index properties. The laboratory test results are summarized
in Table 2:
Table 2: Summary of Laboratory Test Results
Bore
No.
Depth
(m) Soil Type
Wn
%
LL
%
PI
%
LS
%
BH1 0.5 Clay 19.7 54 36 13
BH2 1.5 Clay 21.2 - - -
BH2 3.0 Clay 19.5 83 59 16
TP4 2.5 Clay 19.8 - - -
TP9 0.7 Clay 19.6 66 45 16
TP11 1.2 Clay 24.4 - - - Note: Wn= Moisture content; LL= Liquid Limit; PI= Plasticity Index; LS= Linear Shrinkage;
Table 3: Summary of Rock Laboratory Test Results
Bore No. Depth (m) Test Type Rock Type Point Load Is50
(MPa)
UCS
(MPa)
BH1 6.0-6.15 Diametral Shale 0.02 0.20
BH2 8.9-9.1 Diametral Shale 0.11 1.00
Table 4 below presents the results of the aggressivity tests on soils concerning concrete
piles.
Lot 30, South Street, Marsden Park NE004-16
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Table 4: Summary of Environmental Laboratory Test Results
Bore No. Depth (m) Soil Type pH SO4
TP03 1.5 CLAY 4.9 530
TP06 2.5 CLAY 4.8 380
TP08 1.0 CLAY 5.0 240
TP10 1.0 CLAY 4.8 240
TP12 1.7 CLAY 4.8 350
BH02 0.5 CLAY 4.9 290
BH03 4.0 SHALE 6.9 260
The test results indicates the soils are non-aggressive for construction of concrete piles.
Lot 30, South Street, Marsden Park NE004-16
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4. FOUNDATION RECOMMENDATIONS
The proposed multi-level residential buildings associated with the subject development
can be founded on pad footings or bored piers/screw piles.
4.1 Pad Footing System
The proposed multi-level residential buildings can be founded on pad footings
founded into the underlying natural stiff to hard clay/weathered Shale. The footings
can be designed using the following parameters:
Table 5: Allowable bearing capacity
Borehole/Test
Pit nos.
Allowable Bearing
Capacity (kPa)
Founding Material
TP1 to TP12
75kPa Clay, 0.5m-1.0m
150kPa Clay, 1.0m-2.0m
250kPa Clay, 2.0m-2.5m
BH1
75kPa Clay, 0.5-1.0m
150kPa Clay, 1.0m-2.2m
350kPa Clay/EW Rock, 2.2m-5.5m
750kPa Shale, Extremely Low Strength (Class V/IV)
1500kPa Shale, Very Low Strength (Class IV or better)
BH2
75kPa Clay, 0.5-1.5m
150kPa Clay, 1.5m-3.0m
350kPa Clay/EW Rock, 3.0m-4.9m
750kPa Shale, Extremely Low Strength (Class V/IV)
1500kPa Shale, Very Low Strength (Class IV or better)
4.1 Bored Pier Footing System
Bored piles can be used to support the proposed multi-level development. We
recommend that the designing engineer refer to AS2870 - 2011 to ensure design
compliance to this document, especially Sections 1.3 “Performance of Footing Systems”
and “Design Considerations”.
The carrying capacity of bored piles can be estimated using the following parameters:
Lot 30, South Street, Marsden Park NE004-16
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Table 6: Pile Design Parameter
Depth
(m)
Soil/Rock Type Undrained Shear
Strength
(kPa)
Design Unit Skin
Friction
(kPa)
Design Unit End
Bearing Capacity
(kPa)
0.0-1.5 Clay (Firm) 50 5 -
1.5-2.0 Clay (Stiff) 75 12 -
2.0-5.5 Clay (Hard) 200 30 400
Varies Shale, EL (Class V) 400 60 700
Varies Shale, VL (Class IV) 800 120 1000
Varies Shale, L-M (Class III) 1500 225 3500
It should be noted that the soil profile may vary across the site. The foundation depths
quoted in this report are measured from the surface during our testing and may vary
accordingly if any filling or excavation works are carried out. It is recommended that a
geotechnical engineer be engaged during footing excavation stage to confirm the
founding depth and founding material.
Lot 30, South Street, Marsden Park NE004-16
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5. EARTH WORKS
5.1 Site Stripping & Clearing
Unless otherwise specified, grass, uncontrolled fill material, clayey silt and other
unsuitable materials shall be removed from the site. All trees and stumps are to be
similarly removed, such areas backfilled and compacted as per Australian Standards
AS3798-2007, Guideline earthworks for commercial and residential developments.
5.2 Earthworks
Where it is necessary to raise the levels of all or part of the subdivision area, such filled
material should be free of organic and/or unsuitable material and shall be placed in
layers not exceeding 250mm in depth. Each layer will be suitably compacted prior to
the laying of the next layer, to a minimum 95% of maximum dry density of standard
compaction. The water content of the fill should be reduced by aeration or increased by
adding water as necessary to achieve this required compaction.
5.3 Drainage of Retention Systems
As seepage infiltration from perched groundwater table is quite likely to be present in
the zones of influence during wet season, it is recommended that a suitable drainage
system be installed and maintained behind all retaining wall structures to ensure the
dissipation of any hydrostatic forces which may result from the accumulation of any
seepage water behind the wall structures. Such seepage water flows should readily be
able to be intercepted by the construction of a suitable sub-surface cut-off drain on the
high side of the subject site.
5.4 Erosion and sediment control
Erosion and Sediment control plan should be implemented before commencing any
earthworks for the proposed development. Below are some general guidelines to be
taken into considerations:
Establish a single entry/exit point when construction work starts
Minimized area to be cleared and provide as much as vegetation as possible
Install sediment fences along the low side of the site before work begins
Ensure the imported fill material/top soil within the sediment controlled plan
Fill in and compact all trenches immediately after services have been laid
Divert water around the work site and stabilized channels
Lot 30, South Street, Marsden Park NE004-16
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A silt trap to be installed around the site perimeter during construction.
Provide temporary earth drain around the proposed site if possible to prevent
water logging within the site Stabilized exposed earth banks/embankment
5.5 Open Cut Excavation
Excavation in the natural stiff to very stiff clay can be undertaken to 1.5m depth
without battering back the sides of the trench. If the open trenches exceed 1.5m in
depth, progressive shielding should be used. Alternatively, the trenches should be
battered back at 2H:1V.
Temporary excavation into the compacted clay fill material can be undertaken in a
similar manner to that used for the natural soil.
The temporary excavation batter in sandy or gravelly soil/fill should be no steeper than
1H:1V.
A suitable dewatering system (spears or sump pump) may be required to pump
groundwater in the event that the groundwater is encountered above the excavation
zone. Although groundwater was not encountered in any boreholes during the
geotechnical investigation, the presence of possible perched groundwater resulted
from infiltration of surface run-off should not be dismissed.
5.6 Select Fill Material
Select fill material should have little volume change with changes in moisture content.
Suitable material types of low reactivity, including sandy clay, silty clay, clayey sand,
silty sand and highly to moderately weathered siltstone and sandstone. The select fill
should be well graded with a maximum particle size of not more than 40mm.
5.7 Compaction Requirements
Compaction of both backfill material and embedment material is required to ensure
that excessive surface settlement does not occur. The required backfill density and
minimum frequency of testing for compaction control as detailed in AS 3798-2007 are
summarized below:
- 1 test per layer per material type per 2500 m2.
- 1 test per 500 m3 distributed evenly throughout full depth and area.
- 3 tests per site.
Lot 30, South Street, Marsden Park NE004-16
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Testing should be undertaken in accordance with AS 1289.5. Tested layers that do not
satisfy the outlined criteria shall be stripped, replaced, recompacted and retested to
achieve the minimum compaction requirement mentioned above.
Testing of compaction density should be undertaken by a suitably qualified
geotechnical testing company. Representative samples of the controlled fill should be
regularly tested.
5.8 Retaining Wall
The lateral earth pressure acting on any proposed retaining wall can be estimated by
using the following soil parameters:
Table 7: Retaining Wall Parameters
Depth
(m)
Soil/Rock Type Unit
Weight
(kN/m3)
Su (kPa) c’ (kPa) Ф’ (deg)
0.0-1.5 Clay (Firm) 18 50 5 23
1.5-2.0 Clay (Stiff) 18 75 10 25
2.0-5.5 Clay (Hard) 19 200 30 25
Varies Shale, EL (Class V) 21 400 50 30
Varies Shale, VL (Class IV) 22 800 100 35
Note: Su= undrained shear strength; c’=effective cohesion; ’=effective angle of friction
5.9 Pavement Subgrade Preparation (Driveways and Car parks)
It is recommended that any uncontrolled fill material or soft spots encountered in the
proposed subgrade be removed to reveal firm ground. The removed section of the
subgrade shall be backfilled with site derived clay material compacted to at least 95%
of maximum dry density of standard compaction (AS 1289.5.1.1) with moisture
condition at the equilibrium moisture content or -1% to +3% of the optimum. Proof
rolling of the subgrade level should then be undertaken to reveal any soft spots prior to
placement of the pavement materials.
5.10 Construction Works
It is recommended that Geotesta be engaged to provide a site inspection during the
early stage of construction to confirm that the ground conditions of the subgrade along
the proposed road construction are consistent with the assumptions or findings in this
report.
Lot 30, South Street, Marsden Park NE004-16
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Should you require any further information regarding this report, please do not
hesitate to contact the undersigned.
Lot 30, South Street, Marsden Park NE004-16
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Information about This Report
The report contains the results of a geotechnical investigation conducted for a specific purpose and
client. The results should not be used by other parties, or for other purposes, as they may contain neither
adequate nor appropriate information. In particular, the investigation does not cover contamination
issues unless specifically required to do so by the client.
Test Hole Logging
The information on the test hole logs (boreholes, test pits, exposures etc.) is based on a visual and tactile
assessment, except at the discrete locations where test information is available (field and/or laboratory
results). The test hole logs include both factual data and inferred information.
Groundwater
Unless otherwise indicated, the water levels presented on the test hole logs are the levels of free water or
seepage in the test hole recorded at the given time of measuring. The actual groundwater level may
differ from this recorded level depending on material permeability (i.e. depending on response time of
the measuring instrument). Further, variations of this level could occur with time due to such effects as
seasonal, environmental and tidal fluctuations or construction activities. Confirmation of groundwater
levels, phreatic surfaces or piezometric pressures can only be made by appropriate instrumentation
techniques and monitoring programmes.
Interpretation of Results
The discussion or recommendations contained within this report normally are based on a site evaluation
from discrete test hole data. Generalized, idealized or inferred subsurface conditions (including any
geotechnical cross-sections) have been assumed or prepared by interpolation and/or extrapolation of
these data. As such these conditions are an interpretation and must be considered as a guide only.
Change in Conditions
Local variations or anomalies in the generalized ground conditions do occur in the natural environment,
particularly between discrete test hole locations. Additionally, certain design or construction procedures
may have been assumed in assessing the soil-structure interaction behaviour of the site. Furthermore,
conditions may change at the site from those encountered at the time of the geotechnical investigation
through construction activities and constantly changing natural forces.
Any change in design, in construction methods, or in ground conditions as noted during construction,
from those assumed or reported should be referred to GEOTESTA for appropriate assessment and
comment.
Geotechnical Verification
Verification of the geotechnical assumptions and/or model is an integral part of the design process -
investigation, construction verification, and performance monitoring. Variability is a feature of the
natural environment and, in many instances, verification of soil or rock quality, or foundation levels, is
required. There may be a requirement to extend foundation depths, to modify a foundation system or to
conduct monitoring as a result of this natural variability. Allowance for verification by geotechnical
personnel accordingly should be recognized and programmed during construction.
Reproduction of Reports
Where it is desired to reproduce the information contained in our geotechnical report, or other technical
information, for the inclusion in contract documents or engineering specification of the subject
development, such reproductions should include at least all of the relevant test hole and test data,
together with the appropriate standard description sheets and remarks made in the written report of a
factual or descriptive nature. Reports are the subject of copyright and shall not be reproduced either
totally or in part without the express permission of Geotesta.
Lot 30, South Street, Marsden Park NE004-16
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APPENDIX A
BORE HOLE AND TEST PIT LOGS
Page: 1 of 1Client: Excavated by Easting:Project: Operator Northing:Job No: Rig Type: Grid Ref:Location: Pit size Collar RL:Date of test: Logged by: Checked by:
DM
No groundwater encountered
M
consistency: moisture: notes: B: Bag sample for Acid SulphateVS very soft very loose D Dry J: Jar Sample for Environmental TestsS soft loose M MoistF firm medium dense W WetST stiff denseVST very stiff very dense water: sampling / testing:H hard water level intact sample from core disturbed samplesoil classification: level risen to B bulk samplesoil is classified in accordance with AS1726 Suv Undrained shear Strength - vane shearunless otherwise noted water inflow SPT standard penetration test
Consi
stency
/ De
nsity
-33.709884Marsden Park 500mm
FIELD TESTS& NOTES
150.827027
Water
Level
s
SD
Samp
ling / R
uns
1.50
2.00
2.50
Moistu
re
AF
Dynam
ic Cone
Blows
per 1
00 mm
DCP e
stimate
dCB
R
4.00
0.00
1.00
0.50
3.00
3.50
2.50
3.50
3.00
4.00
grades very stiff
Test Pit Terminated at 3.0m
Depth
(m)
Drillin
g Meth
od
SMCH
Art-con CivilSteveYanmar
Universal Property GroupLot 30 South St Marsden Park NSWNE004-16
0.00
0.50
1.50
2.00
1.00
26/2/2016
grades grey mottled orange
CLAY, grey mottled orange
Silty SAND, brown, medium grainedCLAY, red brown mottled greymoist, firm
T
Graphi
c Log
Group
Symb
ol
intact tube sample
CL
DF
moist stiffSt
VSt
GEOTESTA PTY LTD
TEST PIT LOG PIT No TP1
Page: 1 of 1Client: Excavated by Easting:Project: Operator Northing:Job No: Rig Type: Grid Ref:Location: Pit size Collar RL:Date of test: Logged by: Checked by:
DM
No groundwater encountered
M
consistency: moisture: notes: B: Bag sample for Acid SulphateVS very soft very loose D Dry J: Jar Sample for Environmental TestsS soft loose M MoistF firm medium dense W WetST stiff denseVST very stiff very dense water: sampling / testing:H hard water level intact sample from core disturbed samplesoil classification: level risen to B bulk samplesoil is classified in accordance with AS1726 Suv Undrained shear Strength - vane shearunless otherwise noted water inflow SPT standard penetration test
4.00
GEOTESTA PTY LTD
4.00
T intact tube sample
3.50 3.50
3.003.00
2.50
Test Pit Terminated at 2.5m
grades very stiff VSt
2.50
2.002.00
1.501.50
1.00CL CLAY, grey mottled orange St
moist, stiff1.00
moist, firm0.50 0.50
grades grey mottled orange
Depth
(m)
Drillin
g Meth
odGra
phic L
og
Group
Symb
ol
Moistu
reCo
nsiste
ncy /
Densi
tyDy
namic C
oneBlo
ws pe
r 100
mmDC
P estim
ated
CBR
Samp
ling / R
unsWa
ter Le
velsFIELD TESTS
& NOTES
0.00 SM Silty SAND, brown, medium grained D 0.00CH CLAY, red brown mottled grey F
Lot 30 South St Marsden Park NSW Steve -33.710513NE004-16 YanmarMarsden Park 500mm26/2/2016 AF SD
TEST PIT LOG PIT No TP2
Universal Property Group Art-con Civil 150.827007
Page: 1 of 1Client: Excavated by Easting:Project: Operator Northing:Job No: Rig Type: Grid Ref:Location: Pit size Collar RL:Date of test: Logged by: Checked by:
DM
No groundwater encountered
M
consistency: moisture: notes: B: Bag sample for Acid SulphateVS very soft very loose D Dry J: Jar Sample for Environmental TestsS soft loose M MoistF firm medium dense W WetST stiff denseVST very stiff very dense water: sampling / testing:H hard water level intact sample from core disturbed samplesoil classification: level risen to B bulk samplesoil is classified in accordance with AS1726 Suv Undrained shear Strength - vane shearunless otherwise noted water inflow SPT standard penetration test
intact tube sample
4.00
3.50
GEOTESTA PTY LTD
4.00
T
3.50
3.003.00
Test Pit Terminated at 2.6m2.502.50
2.00grades very stiff VSt
2.00
1.50CL CLAY, grey mottled orange St
moist, stiff1.50
1.001.00
moist, firm0.50 0.50
grades grey mottled orange
Depth
(m)
Drillin
g Meth
odGra
phic L
og
Group
Symb
ol
Moistu
reCo
nsiste
ncy /
Densi
tyDy
namic C
oneBlo
ws pe
r 100
mmDC
P estim
ated
CBR
Samp
ling / R
unsWa
ter Le
velsFIELD TESTS
& NOTES
0.00 SM Silty SAND, brown, medium grained D 0.00CH CLAY, red brown mottled grey F
Lot 30 South St Marsden Park NSW Steve -33.709884NE004-16 YanmarMarsden Park 500mm26/2/2016 AF SD
TEST PIT LOG PIT No TP3
Universal Property Group Art-con Civil 150.827027
Page: 1 of 1Client: Excavated by Easting:Project: Operator Northing:Job No: Rig Type: Grid Ref:Location: Pit size Collar RL:Date of test: Logged by: Checked by:
DM
No groundwater encountered
M
consistency: moisture: notes: B: Bag sample for Acid SulphateVS very soft very loose D Dry J: Jar Sample for Environmental TestsS soft loose M MoistF firm medium dense W WetST stiff denseVST very stiff very dense water: sampling / testing:H hard water level intact sample from core disturbed samplesoil classification: level risen to B bulk samplesoil is classified in accordance with AS1726 Suv Undrained shear Strength - vane shearunless otherwise noted water inflow SPT standard penetration test
3.50
4.00
T intact tube sampleGEOTESTA PTY LTD
4.00
3.50
3.00 3.00
2.50Test Pit Terminated at 2.5m
grades very stiff VSt
2.50
2.002.00
1.501.50
1.00CL CLAY, grey mottled orange St
moist, stiff1.00
moist, firm0.50 0.50
grades grey mottled orange
Depth
(m)
Drillin
g Meth
odGra
phic L
og
Group
Symb
ol
Moistu
reCo
nsiste
ncy /
Densi
tyDy
namic C
oneBlo
ws pe
r 100
mmDC
P estim
ated
CBR
Samp
ling / R
unsWa
ter Le
velsFIELD TESTS
& NOTES
0.00 SM Silty SAND, brown, medium grained D 0.00CH CLAY, red brown mottled grey F
Lot 30 South St Marsden Park NSW Steve -33.711998NE004-16 YanmarMarsden Park 500mm26/2/2016 AF SD
TEST PIT LOG PIT No TP4
Universal Property Group Art-con Civil 150.827802
Page: 1 of 1Client: Excavated by Easting:Project: Operator Northing:Job No: Rig Type: Grid Ref:Location: Pit size Collar RL:Date of test: Logged by: Checked by:
DM
No groundwater encountered
M
consistency: moisture: notes: B: Bag sample for Acid SulphateVS very soft very loose D Dry J: Jar Sample for Environmental TestsS soft loose M MoistF firm medium dense W WetST stiff denseVST very stiff very dense water: sampling / testing:H hard water level intact sample from core disturbed samplesoil classification: level risen to B bulk samplesoil is classified in accordance with AS1726 Suv Undrained shear Strength - vane shearunless otherwise noted water inflow SPT standard penetration test
4.00
GEOTESTA PTY LTD
4.00
T intact tube sample
3.50 3.50
3.003.00
2.50
Test Pit Terminated at 2.5mgrades with some clay
2.50
2.002.00
1.501.50
1.00SM Silty SAND, grey mottled orange, moist, medium dense MD
with some rock fragments1.00
moist, firm0.50 0.50
grades grey mottled orange
Depth
(m)
Drillin
g Meth
odGra
phic L
og
Group
Symb
ol
Moistu
reCo
nsiste
ncy /
Densi
tyDy
namic C
oneBlo
ws pe
r 100
mmDC
P estim
ated
CBR
Samp
ling / R
unsWa
ter Le
velsFIELD TESTS
& NOTES
0.00 SM Silty SAND, brown, medium grained D 0.00CH CLAY, red brown mottled grey F
Lot 30 South St Marsden Park NSW Steve -33.711415NE004-16 YanmarMarsden Park 500mm26/2/2016 AF SD
TEST PIT LOG PIT No TP5
Universal Property Group Art-con Civil 150.828284
Page: 1 of 1Client: Excavated by Easting:Project: Operator Northing:Job No: Rig Type: Grid Ref:Location: Pit size Collar RL:Date of test: Logged by: Checked by:
DM
No groundwater encountered
consistency: moisture: notes: B: Bag sample for Acid SulphateVS very soft very loose D Dry J: Jar Sample for Environmental TestsS soft loose M MoistF firm medium dense W WetST stiff denseVST very stiff very dense water: sampling / testing:H hard water level intact sample from core disturbed samplesoil classification: level risen to B bulk samplesoil is classified in accordance with AS1726 Suv Undrained shear Strength - vane shearunless otherwise noted water inflow SPT standard penetration test
4.00
GEOTESTA PTY LTD
4.00
T intact tube sample
3.50 3.50
3.003.00
2.50
Test Pit Terminated at 2.5m2.50
2.002.00
1.50grades very stiff VSt
1.50
1.001.00
moist, firm0.50 0.50
grades grey mottled orange, stiff St
Depth
(m)
Drillin
g Meth
odGra
phic L
og
Group
Symb
ol
Moistu
reCo
nsiste
ncy /
Densi
tyDy
namic C
oneBlo
ws pe
r 100
mmDC
P estim
ated
CBR
Samp
ling / R
unsWa
ter Le
velsFIELD TESTS
& NOTES
0.00 SM Silty SAND, brown, medium grained D 0.00CH CLAY, red brown mottled grey F
Lot 30 South St Marsden Park NSW Steve -33.710907NE004-16 YanmarMarsden Park 500mm26/2/2016 AF SD
TEST PIT LOG PIT No TP6
Universal Property Group Art-con Civil 150.82816
Page: 1 of 1Client: Excavated by Easting:Project: Operator Northing:Job No: Rig Type: Grid Ref:Location: Pit size Collar RL:Date of test: Logged by: Checked by:
DM
M
perched groundwater at 2.4m
consistency: moisture: notes: B: Bag sample for Acid SulphateVS very soft very loose D Dry J: Jar Sample for Environmental TestsS soft loose M MoistF firm medium dense W WetST stiff denseVST very stiff very dense water: sampling / testing:H hard water level intact sample from core disturbed samplesoil classification: level risen to B bulk samplesoil is classified in accordance with AS1726 Suv Undrained shear Strength - vane shearunless otherwise noted water inflow SPT standard penetration test
4.00
GEOTESTA PTY LTD
4.00
T intact tube sample
3.50 3.50
3.003.00
2.50
Test Pit Terminated at 2.5m2.50
2.002.00
1.501.50
1.001.00
CL CLAY, grey mottled orange VStmoist, very stiff
moist, firm0.50 0.50
Depth
(m)
Drillin
g Meth
odGra
phic L
og
Group
Symb
ol
Moistu
reCo
nsiste
ncy /
Densi
tyDy
namic C
oneBlo
ws pe
r 100
mmDC
P estim
ated
CBR
Samp
ling / R
unsWa
ter Le
velsFIELD TESTS
& NOTES
0.00 SM Silty SAND, brown, medium grained D 0.00CH CLAY, red brown mottled grey F
Lot 30 South St Marsden Park NSW Steve -33.710136NE004-16 YanmarMarsden Park 500mm26/2/2016 AF SD
TEST PIT LOG PIT No TP7
Universal Property Group Art-con Civil 150.828224
Page: 1 of 1Client: Excavated by Easting:Project: Operator Northing:Job No: Rig Type: Grid Ref:Location: Pit size Collar RL:Date of test: Logged by: Checked by:
DM
No groundwater encountered
consistency: moisture: notes: B: Bag sample for Acid SulphateVS very soft very loose D Dry J: Jar Sample for Environmental TestsS soft loose M MoistF firm medium dense W WetST stiff denseVST very stiff very dense water: sampling / testing:H hard water level intact sample from core disturbed samplesoil classification: level risen to B bulk samplesoil is classified in accordance with AS1726 Suv Undrained shear Strength - vane shearunless otherwise noted water inflow SPT standard penetration test
4.00
GEOTESTA PTY LTD
4.00
T intact tube sample
3.50 3.50
3.003.00
2.50
Test Pit Terminated at 2.5m2.50
2.002.00
1.50
very stiff
1.50
1.001.00grades grey mottled orange, rock fragments in clay matrix VSt
moist, firm0.50 0.50
Depth
(m)
Drillin
g Meth
odGra
phic L
og
Group
Symb
ol
Moistu
reCo
nsiste
ncy /
Densi
tyDy
namic C
oneBlo
ws pe
r 100
mmDC
P estim
ated
CBR
Samp
ling / R
unsWa
ter Le
velsFIELD TESTS
& NOTES
0.00 SM Silty SAND, brown, medium grained D 0.00CH CLAY, red brown mottled grey F
Lot 30 South St Marsden Park NSW Steve -33.709523NE004-16 YanmarMarsden Park 500mm26/2/2016 AF SD
TEST PIT LOG PIT No TP8
Universal Property Group Art-con Civil 150.827912
Page: 1 of 1Client: Excavated by Easting:Project: Operator Northing:Job No: Rig Type: Grid Ref:Location: Pit size Collar RL:Date of test: Logged by: Checked by:
DM
No groundwater encountered
M
consistency: moisture: notes: B: Bag sample for Acid SulphateVS very soft very loose D Dry J: Jar Sample for Environmental TestsS soft loose M MoistF firm medium dense W WetST stiff denseVST very stiff very dense water: sampling / testing:H hard water level intact sample from core disturbed samplesoil classification: level risen to B bulk samplesoil is classified in accordance with AS1726 Suv Undrained shear Strength - vane shearunless otherwise noted water inflow SPT standard penetration test
4.00
GEOTESTA PTY LTD
4.00
T intact tube sample
3.50 3.50
3.003.00
2.50
Test Pit Terminated at 2.5m2.50
2.002.00
1.501.50
1.00very stiff
1.00 grades grey mottled orange, rock fragments in clay matrix VSt
moist, firm0.50 0.50
Depth
(m)
Drillin
g Meth
odGra
phic L
og
Group
Symb
ol
Moistu
reCo
nsiste
ncy /
Densi
tyDy
namic C
oneBlo
ws pe
r 100
mmDC
P estim
ated
CBR
Samp
ling / R
unsWa
ter Le
velsFIELD TESTS
& NOTES
0.00 SM Silty SAND, brown, medium grained D 0.00CH CLAY, red brown mottled grey F
Lot 30 South St Marsden Park NSW Steve -33.709609NE004-16 YanmarMarsden Park 500mm26/2/2016 AF SD
TEST PIT LOG PIT No TP9
Universal Property Group Art-con Civil 150.828632
Page: 1 of 1Client: Excavated by Easting:Project: Operator Northing:Job No: Rig Type: Grid Ref:Location: Pit size Collar RL:Date of test: Logged by: Checked by:
DM
No groundwater encountered
M
consistency: moisture: notes: B: Bag sample for Acid SulphateVS very soft very loose D Dry J: Jar Sample for Environmental TestsS soft loose M MoistF firm medium dense W WetST stiff denseVST very stiff very dense water: sampling / testing:H hard water level intact sample from core disturbed samplesoil classification: level risen to B bulk samplesoil is classified in accordance with AS1726 Suv Undrained shear Strength - vane shearunless otherwise noted water inflow SPT standard penetration test
4.00
GEOTESTA PTY LTD
4.00
T intact tube sample
3.50 3.50
3.003.00
2.50
Test Pit Terminated at 2.5m2.50
2.002.00
1.501.50
1.001.00
CL CLAY, grey mottled orange, moist, very stiff VStwith some rock fragments
moist, firm0.50 0.50
Depth
(m)
Drillin
g Meth
odGra
phic L
og
Group
Symb
ol
Moistu
reCo
nsiste
ncy /
Densi
tyDy
namic C
oneBlo
ws pe
r 100
mmDC
P estim
ated
CBR
Samp
ling / R
unsWa
ter Le
velsFIELD TESTS
& NOTES
0.00 SM Silty SAND, brown, medium grained D 0.00CH CLAY, red brown mottled grey F
Lot 30 South St Marsden Park NSW Steve -33.710112NE004-16 YanmarMarsden Park 500mm26/2/2016 AF SD
TEST PIT LOG PIT No TP10
Universal Property Group Art-con Civil 150.829005
Page: 1 of 1Client: Excavated by Easting:Project: Operator Northing:Job No: Rig Type: Grid Ref:Location: Pit size Collar RL:Date of test: Logged by: Checked by:
DM
No groundwaterencountered
M
consistency: moisture: notes: B: Bag sample for Acid SulphateVS very soft very loose D Dry J: Jar Sample for Environmental TestsS soft loose M MoistF firm medium dense W WetST stiff denseVST very stiff very dense water: sampling / testing:H hard water level intact sample from core disturbed samplesoil classification: level risen to B bulk samplesoil is classified in accordance with AS1726 Suv Undrained shear Strength - vane shearunless otherwise noted water inflow SPT standard penetration test
4.00
GEOTESTA PTY LTD
4.00
T intact tube sample
3.50 3.50
3.003.00
2.50
Test Pit Terminated at 2.5m2.50
2.00CL CLAY, grey mottled orange VSt
with some rock fragments2.00
1.50
very stiff
1.50
1.001.00grades grey mottled orange, rock fragments in clay matrix VSt
moist, firm0.50 0.50
Depth
(m)
Drillin
g Meth
odGra
phic L
og
Group
Symb
ol
Moistu
reCo
nsiste
ncy /
Densi
tyDy
namic C
oneBlo
ws pe
r 100
mmDC
P estim
ated
CBR
Samp
ling / R
unsWa
ter Le
velsFIELD TESTS
& NOTES
0.00 SM Silty SAND, brown, medium grained D 0.00CH CLAY, red brown mottled grey F
Lot 30 South St Marsden Park NSW Steve -33.711009NE004-16 YanmarMarsden Park 500mm26/2/2016 AF SD
TEST PIT LOG PIT No TP11
Universal Property Group Art-con Civil 150.828813
Page: 1 of 1Client: Excavated by Easting:Project: Operator Northing:Job No: Rig Type: Grid Ref:Location: Pit size Collar RL:Date of test: Logged by: Checked by:
DM
No groundwater encountered
M
consistency: moisture: notes: B: Bag sample for Acid SulphateVS very soft very loose D Dry J: Jar Sample for Environmental TestsS soft loose M MoistF firm medium dense W WetST stiff denseVST very stiff very dense water: sampling / testing:H hard water level intact sample from core disturbed samplesoil classification: level risen to B bulk samplesoil is classified in accordance with AS1726 Suv Undrained shear Strength - vane shearunless otherwise noted water inflow SPT standard penetration test
4.00
GEOTESTA PTY LTD
4.00
T intact tube sample
3.50 3.50
3.003.00
2.50
Test Pit Terminated at 2.5m2.50
2.00CL CLAY, grey mottled orange VSt
with some rock fragments2.00
1.50very stiff
1.50
1.00grades grey mottled orange, rock fragments in clay matrix VSt
1.00
moist, firm0.50 0.50
Depth
(m)
Drillin
g Meth
odGra
phic L
og
Group
Symb
ol
Moistu
reCo
nsiste
ncy /
Densi
tyDy
namic C
oneBlo
ws pe
r 100
mmDC
P estim
ated
CBR
Samp
ling / R
unsWa
ter Le
velsFIELD TESTS
& NOTES
0.00 SM Silty SAND, brown, medium grained D 0.00CH CLAY, red brown mottled grey F
Lot 30 South St Marsden Park NSW Steve -33.711021NE004-16 YanmarMarsden Park 500mm26/2/2016 AF SD
TEST PIT LOG PIT No TP12
Universal Property Group Art-con Civil 150.828802
Page: ofClient: Drilling Co: Easting:Project: Driller: Northing:Job No: Rig Type: Grid Ref:Location: Inclination: Collar RL:Date Drilled: Bearing: Logged by: Checked by:
consistency: relative density: moisture: notes:VS very soft VL very loose D DryS soft L loose M MoistF firm MD medium dense W WetST stiff D denseVST very stiff VD very dense water: sampling / testing:H hard water level intact sample from core disturbed samplesoil classification: level risen to B bulk samplesoil is classified in accordance with AS1726unless otherwise noted water inflow SPT standard penetration test
BOREHOLE LOG
1 2UNIVERSAL PROPERTY GROUP 150.828194
BORE No BH1
Lot 30 South St Marsden Park NSW -33.711704NE004-16
Samp
ling / R
unsWa
ter Le
velsMATERIAL DESCRIPTION FIELD TESTS
Type, colour, particle size and shape, structure & NOTES
Moistu
re
Marsden Park26/02/2016 AF SD
Consi
stency
/ De
nsity
0.00 SM Silty SAND, brown, medium grained D D
Depth
(m)
Drillin
g Meth
odGra
phic L
og
Group
Symb
ol
0.00CH CLAY, red brown mottled grey, moist, firm M F [email protected] 3,4,4 N=8
grades grey mottled orange1.00 1.00
grades stiff St [email protected] 3, 6,10 N=16
2.00 2.00CL CLAY, Extremely Weathered rock, moist, hard M H
grey mottled orange3.00 [email protected] 9, 23, 40 N>60 3.00
changed to coring below 3.5mSolid
Auger
ing
T intact tube sample
Page: ofClient: Drilling Co: Easting:Project: Driller: Northing:Job No: Rig Type: Grid Ref:Location: Inclination: Collar RL:Date Drilled: Bearing: Logged by: Checked by:
100
100
100
BOREHOLE LOG BORE No BH1
2 2UNIVERSAL PROPERTY GROUP 150.828194Lot 30 South St Marsden Park NSW -33.711704NE004-16Marsden Park26/02/2016 AF SD
Drillin
g Meth
odCo
re rec
overy %
RQD %
Fractu
re Fre
q. (no/
m)Ro
ck We
atherin
g
Rock
Streng
th
Graphi
c Log ROCK SUBSTANCE DISCONTINUITIES FIELD TESTS
Type, colour, texture Type, orientation, roughness, thickness & NOTES3.50
100 0
CLAY, grey mottled red brown, moist, hard, low to medium plasticity 3.50EW
4.50 4.50
100 0grades green grey mottled orange, with some rock fragments
5.50 5.50
HW EL Shale, grey, very low strength, with sub horizontal bedding planes
6.50 6.5080 MW EL-VL grades extremely to very low strength
7.50 7.50
65
8.50 8.50 VL-L very low to low strength
9.50 65 9.50SW L-M low to medium strength
Coring
END OF BOREHOLE AT 10.0M 10.5010.50
Page: ofClient: Drilling Co: Easting:Project: Driller: Northing:Job No: Rig Type: Grid Ref:Location: Inclination: Collar RL:Date Drilled: Bearing: Logged by: Checked by:
consistency: relative density: moisture: notes:VS very soft VL very loose D DryS soft L loose M MoistF firm MD medium dense W WetST stiff D denseVST very stiff VD very dense water: sampling / testing:H hard water level intact sample from core disturbed samplesoil classification: level risen to B bulk samplesoil is classified in accordance with AS1726unless otherwise noted water inflow SPT standard penetration test
Marsden Park
BORE No BH2BOREHOLE LOG1 2
UNIVERSAL PROPERTY GROUP 150.828574Lot 30 South St Marsden Park NSW -33.709901NE004-16
Moistu
re
26/02/2016 AF SD
Samp
ling / R
unsWa
ter Le
velsMATERIAL DESCRIPTION FIELD TESTS
Type, colour, particle size and shape, structure & NOTES
0.00 SM Silty SAND, brown, medium grained D D
Consi
stency
/ De
nsity
Depth
(m)
Drillin
g Meth
odGra
phic L
og
Group
Symb
ol
0.00CH CLAY, red brown mottled grey M F
moist, firm [email protected] 3, 3, 4 N=71.00 1.00
grades grey mottled orange Ststiff
2.00 [email protected] 3, 6, 8 N=14 2.00
grades very stiff
M H
Soil augering terminated at 5.0m, changed to rock coring
4.00CL CLAY, grey mottled red brown
T intact tube sample
[email protected] 15, 23, 40 N>60
VSt [email protected] 6, 8, 11 N=19
4.00grades hard H
5.00
Solid
augerin
g
3.00 3.00
Page: ofClient: Drilling Co: Easting:Project: Driller: Northing:Job No: Rig Type: Grid Ref:Location: Inclination: Collar RL:Date Drilled: Bearing: Logged by: Checked by:
CLAY, grey mottled red brown, moist, hard, low to medium plasticity
BOREHOLE LOG BORE No BH22 2
UNIVERSAL PROPERTY GROUP 150.828574Lot 30 South St Marsden Park NSW -33.709901NE004-16Marsden Park26/02/2016 AF SD
Depth
(m)
Drillin
g Meth
odCo
re rec
overy %
RQD %
Fractu
re Fre
q. (no/
m)Ro
ck We
atherin
gRo
ck Str
ength
Graphi
c Log ROCK SUBSTANCE DISCONTINUITIES FIELD TESTS
Type, colour, texture Type, orientation, roughness, thickness & NOTES5.00
6.00
100 07.00 EL-L Shale, green grey, extremely low to low strength
100 408.00 MW VL
100 70
grades very low strength
Coring
100L grades low strength
709.50
9.00
100 0
Borehole terminated at 9.5m
Page: ofClient: Drilling Co: Easting:Project: Driller: Northing:Job No: Rig Type: Grid Ref:Location: Inclination: Collar RL:Date Drilled: Bearing: Logged by: Checked by:
consistency: relative density: moisture: notes:VS very soft VL very loose D DryS soft L loose M MoistF firm MD medium dense W WetST stiff D denseVST very stiff VD very dense water: sampling / testing:H hard water level intact sample from core disturbed samplesoil classification: level risen to B bulk samplesoil is classified in accordance with AS1726unless otherwise noted water inflow SPT standard penetration test
BOREHOLE LOG
1 1UNIVERSAL PROPERTY GROUP 150.827105Lot 30 South St Marsden Park NSW -33.710354NE004-16
Samp
ling / R
unsWa
ter Le
velsMATERIAL DESCRIPTION FIELD TESTS
Type, colour, particle size and shape, structure & NOTES
Moistu
re
Marsden Park26/02/2016 AF SD
Consi
stency
/ De
nsity
0.00 SM Silty SAND, brown, medium grained D D
Depth
(m)
Drillin
g Meth
odGra
phic L
og
Group
Symb
ol
0.00CH CLAY, red brown mottled grey M F
moist, firmgrades grey mottled orange
1.00 1.00grades stiff St
2.00 2.00CL CLAY, grey mottled orange M VSt
moist, very stiff
3.00
4.00 4.00Shale, dark grey, moderately weathered, ELextremely low strength
5.00
Solid
Auger
ing
Borehole terminated at 5.6m6.00
7.00
3.00
8.00
7.00
5.00
6.00
T intact tube sample
BORE No BH3
8.00
Lot 30, South Street, Marsden Park NE004-16
19
APPENDIX B
LABORATORY TEST RESULTS
[email protected] 67.92 51.76 0.064 0.02 0.02 0.2 Samples soaked
[email protected] 86.45 51.65 0.294 0.11 0.11 1.1 for 24 hours
Point Load Test ASTM D5741
NE004-16Project Number: Tested By: ZS
4/03/2016Client: Universal Property Group P/L Test Date:
8/03/2016Project Location: Marsden Park, NSW 2765
Project Name: Lot 30 South Street, Marsden Park Checked By: RK
Issue Date:
RemarksBorehole ID Sample ID Test Type
Specimen
Length, L
(mm)
Specimen
Diameter, D
(mm)
Failure
Load, P
(kN)
Uncorrected Point
Load Index, Is
(MPa)
Corrected
Point Load
Index, Is(50)
(MPa)
Estimated
Compressive
Strength
(MPa)
DiametralL0365-7
L0365-8
GEOTESTA Pty Ltd
Unit 6, 31-37 Howleys Road
Notting Hill , Vic 3168
Ph: 1300 852216
Laboratory Geotesta Project Geotechnical Investigation Client Universal Property Group P/L
Report No L0365-M Project No NE004-16 Client ID -
Sample ID As below Location Lot 30 South Street Address Unit 1, 129 Magowar Rd
Borehole ID As below Marsden Park NSW 2765 Girraween, NSW
Test method:
Comments
Test method: AS 1289.2.1.1
Document: Moisture Content V1 Page 1 of 1
Accredited for compliance with
ISO/IEC 17025
Report issued by: Rene Kurniadi
Date issued: 11/03/2016
The results of the tests included in
this document are traceable to
Australian and national standards.
Moisture Content (%)
L0365-6 [email protected] CLAY 24.4
L0365-4 [email protected] CLAY 19.8
L0365-1 [email protected]
Moisture Content Report
Sampling Method Tested as received
L0365-5 [email protected] CLAY 19.6
L0365-3 [email protected] CLAY 19.5
AS1289.2.1.1 - Oven Drying Method
Sample ID Location/Depth Sample Description
CLAY 19.7
L0365-2 [email protected] CLAY 21.2
GEOTESTA Pty Ltd
Unit 6, 31-37 Howleys Road
Notting Hill , Vic 3168
Ph: 1300 852216
Laboratory Geotesta Project Geotechnical Investigation Client Universal Property Group P/L
Report No L0365-G3 Project No NE004-16 Client ID -
Sample ID L0365-5 Location Lot 30 South Street Address Unit 1, 129 Magowar Rd
Borehole ID [email protected] Marsden Park NSW 2765 Girraween, NSW
% %
Particle Size Distribution
% Passing Percentage Passing (By Mass)
## ## ##Comments
1. Test is performed with washed grading (washing method)
Report issued by:
Date issued: 11/03/2016
Particle Size Distribution V3
Rene Kurniadi
Page 1 of 1
Accredited for compliance with
ISO/IEC 17025
The results of the tests included in
this document are traceable to
Australian and national standards.
Particle Size Distribution
Test Report
Sample Description CLAY, trace of sand/gravel, red brown mottled grey, moist
Sampling Method AS 1289.1.2.1 CL 6.2 - Stockpile
13.2 mm 100
26.5 mm
AS 1289 2.1.1
Method: AS 1289 3.6.1
Sieve Limits
Moisture Content 19.6 Limits Method:
19.0 mm
2.36 mm 94
9.5 mm 100
6.70 mm 100
4.75 mm 99
1.18 mm 92
600 µm 92
425 µm 92
300 µm 91
75 µm 85
150 µm 90 26
.5 m
m
19
.0 m
m
13
.2 m
m
9.5
0 m
m
6.7
0 m
m
4.7
5 m
m
2.3
6 m
m
1.1
8 m
m
60
0 μ
m
42
5 μ
m
30
0 μ
m
15
0 μ
m
75
μm
0
10
20
30
40
50
60
70
80
90
100
GEOTESTA Pty Ltd
Unit 6, 31-37 Howleys Road
Notting Hill , Vic 3168
Ph: 1300 852216
Laboratory Geotesta Project Geotechnical Investigation Client Universal Property Group P/L
Report No L0365-G2 Project No NE004-16 Client ID -
Sample ID L0365-4 Location Lot 30 South Street Address Unit 1, 129 Magowar Rd
Borehole ID [email protected] Marsden Park NSW 2765 Girraween, NSW
% %
Particle Size Distribution
% Passing Percentage Passing (By Mass)
## ## ##Comments
1. Test is performed with washed grading (washing method)
150 µm 99
75 µm 99
425 µm 99
300 µm 99
1.18 mm 100
600 µm 99
2.36 mm 100
9.5 mm 100
6.70 mm 100
4.75 mm 100
AS 1289 2.1.1
Method: AS 1289 3.6.1
Sieve Limits
Moisture Content 19.7 Limits Method:
19.0 mm
13.2 mm 100
26.5 mm
Particle Size Distribution
Test Report
Sample Description CLAY, mottled grey and orange, moist
Sampling Method Tested as received
Report issued by:
Date issued: 11/03/2016
Particle Size Distribution V3
Rene Kurniadi
Page 1 of 1
Accredited for compliance with
ISO/IEC 17025
The results of the tests included in
this document are traceable to
Australian and national standards.
26
.5 m
m
19
.0 m
m
13
.2 m
m
9.5
0 m
m
6.7
0 m
m
4.7
5 m
m
2.3
6 m
m
1.1
8 m
m
60
0 μ
m
42
5 μ
m
30
0 μ
m
15
0 μ
m
75
μm
0
10
20
30
40
50
60
70
80
90
100
GEOTESTA Pty Ltd
Unit 6, 31-37 Howleys Road
Notting Hill , Vic 3168
Ph: 1300 852216
Laboratory Geotesta Project Geotechnical Investigation Client Universal Property Group P/L
Report No L0365-G1 Project No NE004-16 Client ID -
Sample ID L0365-2 Location Lot 30 South Street Address Unit 1, 129 Magowar Rd
Borehole ID [email protected] Marsden Park NSW 2765 Girraween, NSW
% %
Particle Size Distribution
% Passing Percentage Passing (By Mass)
## ## ##Comments
1. Test is performed with washed grading (washing method)
150 µm 100
75 µm 99
425 µm 100
300 µm 100
1.18 mm 100
600 µm 100
2.36 mm 100
9.5 mm 100
6.70 mm 100
4.75 mm 100
AS 1289 2.1.1
Method: AS 1289 3.6.1
Sieve Limits
Moisture Content 21.8 Limits Method:
19.0 mm
13.2 mm 100
26.5 mm
Particle Size Distribution
Test Report
Sample Description CLAY, mottled grey and orange, moist
Sampling Method Tested as received
Report issued by:
Date issued: 11/03/2016
Particle Size Distribution V3
Rene Kurniadi
Page 1 of 1
Accredited for compliance with
ISO/IEC 17025
The results of the tests included in
this document are traceable to
Australian and national standards.
26
.5 m
m
19
.0 m
m
13
.2 m
m
9.5
0 m
m
6.7
0 m
m
4.7
5 m
m
2.3
6 m
m
1.1
8 m
m
60
0 μ
m
42
5 μ
m
30
0 μ
m
15
0 μ
m
75
μm
0
10
20
30
40
50
60
70
80
90
100
GEOTESTA Pty Ltd
Plasticity Index & Linear Shrinkage Unit 6, 31-37 Howleys Road
Notting Hill , Vic 3168
Ph: 1300 852216
Geotesta Project Geotechnical Investigation Client Universal Property Group P/L
L0365-A3 Project No NE004-16 Client ID -
L0365-7 Location Lot 30 South Street Address Unit 1, 129 Magowar Rd
[email protected] Marsden Park NSW 2765 Girraween, NSW
Results Notes
% History of sample:
% Method of preparation:
% Linear shrinkage:
% Length of mould:
Comments
Test methods: AS 1289, 2.1.1, 3.1.2, 3.2.1, 3.3.1, 3.4.1
The results of the tests included in
this document are traceable to
Australian and national standards.
Oven-dried
Dry-sieved
Curling
21
45
Page 1 of 1
250 mm
Plastic limit
Plasticity index
Linear shrinkage
66
Accredited for compliance with
ISO/IEC 17025
Atterberg Limits
Report issued by:
Date issued: 11/03/2016
Tests (LL PL PI LS) V4
Rene Kurniadi
16
Sampling Method
Liquid limit
Tested as received
CLAY, red brown mottled grey, moist
Test Report
Sample Description
Laboratory
Report No
Sample ID
Borehole ID
GEOTESTA Pty Ltd
Plasticity Index & Linear Shrinkage Unit 6, 31-37 Howleys Road
Notting Hill , Vic 3168
Ph: 1300 852216
Geotesta Project Geotechnical Investigation Client Universal Property Group P/L
L0365-A2 Project No NE004-16 Client ID -
L0365-4 Location Lot 30 South Street Address Unit 1, 129 Magowar Rd
[email protected] Marsden Park NSW 2765 Girraween, NSW
Results Notes
% History of sample:
% Method of preparation:
% Linear shrinkage:
% Length of mould:
Comments
Test methods: AS 1289, 2.1.1, 3.1.2, 3.2.1, 3.3.1, 3.4.1
Tested as received
CLAY, mottled grey and orange, moist
Test Report
Sample Description
Laboratory
Report No
Sample ID
Borehole ID
Atterberg Limits
Report issued by:
Date issued: 11/03/2016
Tests (LL PL PI LS) V4
Rene Kurniadi
16
Sampling Method
Liquid limitPlastic limit
Plasticity index
Linear shrinkage
83
Accredited for compliance with
ISO/IEC 17025
The results of the tests included in
this document are traceable to
Australian and national standards.
Oven-dried
Dry-sieved
No Crack
24
59
Page 1 of 1
200 mm
GEOTESTA Pty Ltd
Plasticity Index & Linear Shrinkage Unit 6, 31-37 Howleys Road
Notting Hill , Vic 3168
Ph: 1300 852216
Geotesta Project Geotechnical Investigation Client Universal Property Group P/L
L0365-A1 Project No NE004-16 Client ID -
L0365-1 Location Lot 30 South Street Address Unit 1, 129 Magowar Rd
[email protected] Marsden Park NSW 2765 Girraween, NSW
Results Notes
% History of sample:
% Method of preparation:
% Linear shrinkage:
% Length of mould:
Comments
Test methods: AS 1289, 2.1.1, 3.1.2, 3.2.1, 3.3.1, 3.4.1
Tested as received
CLAY, mottled grey and orange, moist
Test Report
Sample Description
Laboratory
Report No
Sample ID
Borehole ID
Atterberg Limits
Report issued by:
Date issued: 11/03/2016
Tests (LL PL PI LS) V4
Rene Kurniadi
13
Sampling Method
Liquid limitPlastic limit
Plasticity index
Linear shrinkage
54
Accredited for compliance with
ISO/IEC 17025
The results of the tests included in
this document are traceable to
Australian and national standards.
Oven-dried
Dry-sieved
No Crack
18
36
Page 1 of 1
250 mm
0 0.00 True
Environmental
CERTIFICATE OF ANALYSISWork Order : Page : 1 of 4ES1605727
:: LaboratoryClient GEOTESTA Environmental Division Sydney
: :ContactContact AMIR FARAZMAND
:: AddressAddress UNIT 6, 31-37 HOWLEYS ROAD
NOTTING HILL 3168
277-289 Woodpark Road Smithfield NSW Australia 2164
:Telephone +61 03 9562 8808 :Telephone +61-2-8784 8555
NATA Accredited Laboratory 825
Accredited for compliance with
ISO/IEC 17025.
:Project South St Marsden Park Date Samples Received : 15-Mar-2016 09:40
:Order number ---- Date Analysis Commenced : 16-Mar-2016
:C-O-C number ---- Issue Date : 30-Mar-2016 09:30
Sampler : AMIR FARAZMAND
Site : ----
Quote number : ----
7:No. of samples received
7:No. of samples analysed
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.
SignatoriesThis 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 Accreditation CategoryPosition
Ashesh Patel Inorganic Chemist Sydney Inorganics, Smithfield, NSW
Celine Conceicao Senior Spectroscopist Sydney Inorganics, Smithfield, NSW
Edwandy Fadjar Organic Coordinator Sydney Inorganics, Smithfield, NSW
R I G H T S O L U T I O N S | R I G H T P A R T N E R
2 of 4:Page
Work Order :
:Client
ES1605727
South St Marsden Park:Project
GEOTESTA
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.
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.
Key :
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South St Marsden Park:Project
GEOTESTA
Analytical Results
TP3 1.5MTP6 2.5MTP8 1.0MTP10 1.0MTP12 1.7MClient sample IDSub-Matrix: SOIL
(Matrix: SOIL)
[26-Feb-2016][26-Feb-2016][26-Feb-2016][26-Feb-2016][26-Feb-2016]Client sampling date / time
ES1605727-005ES1605727-004ES1605727-003ES1605727-002ES1605727-001UnitLORCAS NumberCompound
Result Result Result Result Result
EA002 : pH (Soils)
4.8 4.8 5.0 4.8 4.9pH Unit0.1----pH Value
EA055: Moisture Content
14.0 22.9 17.0 17.4 15.3%1----Moisture Content (dried @ 103°C)
ED040S : Soluble Sulfate by ICPAES
350Sulfate as SO4 2- 240 240 380 530mg/kg1014808-79-8
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GEOTESTA
Analytical Results
------------BH2 0.5MBH3 4.0MClient sample IDSub-Matrix: SOIL
(Matrix: SOIL)
------------[26-Feb-2016][26-Feb-2016]Client sampling date / time
------------------------ES1605727-007ES1605727-006UnitLORCAS NumberCompound
Result Result Result Result Result
EA002 : pH (Soils)
6.9 4.9 ---- ---- ----pH Unit0.1----pH Value
EA055: Moisture Content
8.7 16.2 ---- ---- ----%1----Moisture Content (dried @ 103°C)
ED040S : Soluble Sulfate by ICPAES
260Sulfate as SO4 2- 290 ---- ---- ----mg/kg1014808-79-8
True
Environmental
QA/QC Compliance Assessment to assist with Quality ReviewWork Order : ES1605727 Page : 1 of 5
:: LaboratoryClient Environmental Division SydneyGEOTESTA
:Contact AMIR FARAZMAND Telephone : +61-2-8784 8555
:Project South St Marsden Park Date Samples Received : 15-Mar-2016
Site : ---- Issue Date : 30-Mar-2016
AMIR FARAZMAND:Sampler No. of samples received : 7
:Order number ---- No. of samples analysed : 7
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 NO Matrix Spike outliers occur.
l For all regular sample matrices, NO surrogate recovery outliers occur.
Outliers : Analysis Holding Time Compliance
l Analysis Holding Time Outliers exist - please see following pages for full details.
Outliers : Frequency of Quality Control Samples
l Quality Control Sample Frequency Outliers exist - please see following pages for full details.
R I G H T S O L U T I O N S | R I G H T P A R T N E R
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Outliers : Analysis Holding Time Compliance
Matrix: SOIL
AnalysisExtraction / Preparation
Date analysedDate extractedContainer / Client Sample ID(s) Days
overdue
Days
overdue
Due for extraction Due for analysis
Method
EA002 : pH (Soils)
Snap Lock Bag
----04-Mar-2016TP12 1.7M, TP10 1.0M,
TP8 1.0M, TP6 2.5M,
TP3 1.5M, BH3 4.0M,
BH2 0.5M
----18-Mar-2016 14 ----
EA055: Moisture Content
Snap Lock Bag
11-Mar-2016----TP6 2.5M 16-Mar-2016---- ---- 5
Snap Lock Bag
11-Mar-2016----TP12 1.7M, TP10 1.0M,
TP8 1.0M, TP3 1.5M,
BH3 4.0M, BH2 0.5M
17-Mar-2016---- ---- 6
Outliers : Frequency of Quality Control Samples
Matrix: SOIL
Quality Control SpecificationQuality Control Sample Type
Method ExpectedQC Regular Actual
Rate (%)Quality Control Sample Type Count
Laboratory Duplicates (DUP)
NEPM 2013 B3 & ALS QC StandardMoisture Content 9.76 10.004 41
Analysis Holding Time Compliance
Holding times for VOC in soils vary according to analytes of interest. Vinyl Chloride and Styrene holding time is 7 days; others 14 days. A recorded breach does not guarantee a breach for all VOC analytes and
should be verified in case the reported breach is a false positive or Vinyl Chloride and Styrene are not key analytes of interest/concern.
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: organics
14 days, mercury 28 days & other metals 180 days. A recorded breach does not guarantee a breach for all non-volatile parameters.
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.
Matrix: SOIL Evaluation: û = Holding time breach ; ü = Within holding time.
AnalysisExtraction / PreparationSample DateMethod
EvaluationDue for analysisDate analysedEvaluationDue for extractionDate extractedContainer / Client Sample ID(s)
EA002 : pH (Soils)
Snap Lock Bag (EA002)
TP12 1.7M, TP10 1.0M,
TP8 1.0M, TP6 2.5M,
TP3 1.5M, BH3 4.0M,
BH2 0.5M
18-Mar-201604-Mar-2016 18-Mar-201618-Mar-201626-Feb-2016 û ü
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Matrix: SOIL Evaluation: û = Holding time breach ; ü = Within holding time.
AnalysisExtraction / PreparationSample DateMethod
EvaluationDue for analysisDate analysedEvaluationDue for extractionDate extractedContainer / Client Sample ID(s)
EA055: Moisture Content
Snap Lock Bag (EA055-103)
TP6 2.5M 11-Mar-2016---- 16-Mar-2016----26-Feb-2016 ---- ûSnap Lock Bag (EA055-103)
TP12 1.7M, TP10 1.0M,
TP8 1.0M, TP3 1.5M,
BH3 4.0M, BH2 0.5M
11-Mar-2016---- 17-Mar-2016----26-Feb-2016 ---- û
ED040S : Soluble Sulfate by ICPAES
Snap Lock Bag (ED040S)
TP12 1.7M, TP10 1.0M,
TP8 1.0M, TP6 2.5M,
TP3 1.5M, BH3 4.0M,
BH2 0.5M
15-Apr-201625-Mar-2016 18-Mar-201618-Mar-201626-Feb-2016 ü ü
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South St Marsden Park:Project
Quality Control Parameter Frequency ComplianceThe 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.
Matrix: SOIL Evaluation: û = Quality Control frequency not within specification ; ü = Quality Control frequency within specification.
Quality Control SpecificationQuality Control Sample Type
ExpectedQC Regular Actual
Rate (%)Quality Control Sample Type CountEvaluationAnalytical Methods Method
Laboratory Duplicates (DUP)
NEPM 2013 B3 & ALS QC Standard 14.29 10.001 7 üMajor Anions - Soluble ED040S
NEPM 2013 B3 & ALS QC Standard 9.76 10.004 41 ûMoisture Content EA055-103
NEPM 2013 B3 & ALS QC Standard 14.29 10.002 14 üpH (1:5) EA002
Laboratory Control Samples (LCS)
NEPM 2013 B3 & ALS QC Standard 14.29 5.001 7 üMajor Anions - Soluble ED040S
Method Blanks (MB)
NEPM 2013 B3 & ALS QC Standard 14.29 5.001 7 üMajor Anions - Soluble ED040S
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Brief Method SummariesThe 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 DescriptionsMatrixMethod
In house: Referenced to APHA 4500H+. pH is determined on soil samples after a 1:5 soil/water leach. This
method is compliant with NEPM (2013) Schedule B(3) (Method 103)
pH (1:5) EA002 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).
Moisture Content EA055-103 SOIL
In house: Soluble Anions are determined off a 1:5 soil / water extract by ICPAES.Major Anions - Soluble ED040S SOIL
Preparation Methods Method DescriptionsMatrixMethod
10 g of soil is mixed with 50 mL of distilled water and tumbled end over end for 1 hour. Water soluble salts are
leached from the soil by the continuous suspension. Samples are settled and the water filtered off for analysis.
1:5 solid / water leach for soluble
analytes
EN34 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
EN69 SOIL
In house: Referenced to USEPA SW 846 - 5030A. 5g of solid is shaken with surrogate and 10mL methanol prior
to analysis by Purge and Trap - GC/MS.
Methanolic Extraction of Soils for Purge
and Trap
* ORG16 SOIL
In house: Mechanical agitation (tumbler). 10g of sample, Na2SO4 and surrogate are extracted with 30mL 1:1
DCM/Acetone by end over end tumble. The solvent is decanted, dehydrated and concentrated (by KD) to the
desired volume for analysis.
Tumbler Extraction of Solids ORG17 SOIL
False 3 3.00True
Environmental
QUALITY CONTROL REPORTWork Order : ES1605727 Page : 1 of 3
:: LaboratoryClient Environmental Division SydneyGEOTESTA
:Contact AMIR FARAZMAND :Contact
:Address UNIT 6, 31-37 HOWLEYS ROAD
NOTTING HILL 3168
Address : 277-289 Woodpark Road Smithfield NSW Australia 2164
::Telephone +61 03 9562 8808 +61-2-8784 8555:Telephone
NATA Accredited Laboratory 825
Accredited for compliance with
ISO/IEC 17025.
:Project South St Marsden Park Date Samples Received : 15-Mar-2016
:Order number ---- Date Analysis Commenced : 16-Mar-2016
:C-O-C number ---- Issue Date : 30-Mar-2016
Sampler : AMIR FARAZMAND
Site : ----
Quote number : ----
No. of samples received 7:
No. of samples analysed 7:
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
SignatoriesThis 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 Accreditation CategoryPosition
Ashesh Patel Inorganic Chemist Sydney Inorganics, Smithfield, NSW
Celine Conceicao Senior Spectroscopist Sydney Inorganics, Smithfield, NSW
Edwandy Fadjar Organic Coordinator Sydney Inorganics, Smithfield, NSW
R I G H T S O L U T I O N S | R I G H T P A R T N E R
2 of 3:Page
Work Order :
:Client
ES1605727
GEOTESTA
South St Marsden Park:Project
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.
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
Key :
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%.
Sub-Matrix: SOIL Laboratory Duplicate (DUP) Report
Original Result RPD (%)Laboratory sample ID Client sample ID Method: Compound CAS Number LOR Unit Duplicate Result Recovery Limits (%)
EA002 : pH (Soils) (QC Lot: 399022)
EA002: pH Value ---- 0.1 pH Unit 4.8 4.7 2.12 0% - 20%TP12 1.7M ES1605727-001
EA002: pH Value ---- 0.1 pH Unit 9.6 9.6 0.00 0% - 20%Anonymous ES1605783-001
EA055: Moisture Content (QC Lot: 396057)
EA055-103: Moisture Content (dried @ 103°C) ---- 1 % 10.5 9.4 10.4 0% - 50%Anonymous ES1605770-002
EA055-103: Moisture Content (dried @ 103°C) ---- 1 % 5.7 6.2 9.45 No LimitAnonymous ES1605770-013
EA055: Moisture Content (QC Lot: 397737)
EA055-103: Moisture Content (dried @ 103°C) ---- 1 % 17.5 17.9 2.25 0% - 50%Anonymous ES1605682-003
EA055-103: Moisture Content (dried @ 103°C) ---- 1 % 6.3 7.2 13.9 No LimitAnonymous ES1605767-002
ED040S: Soluble Major Anions (QC Lot: 399021)
ED040S: Sulfate as SO4 2- 14808-79-8 10 mg/kg 350 300 14.9 0% - 20%TP12 1.7M ES1605727-001
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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.
Sub-Matrix: SOIL Method Blank (MB)
Report
Laboratory Control Spike (LCS) Report
Spike Spike Recovery (%) Recovery Limits (%)
Result Concentration HighLowLCSMethod: Compound CAS Number LOR Unit
ED040S: Soluble Major Anions (QCLot: 399021)
ED040S: Sulfate as SO4 2- 14808-79-8 10 mg/kg <10 85.7150 mg/kg 12080
Matrix Spike (MS) ReportThe 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.
l No Matrix Spike (MS) or Matrix Spike Duplicate (MSD) Results are required to be reported.
Lot 30, South Street, Marsden Park NE004-16
20
APPENDIX C
CORE AND TEST PIT PHOTOS
Lot 30, South Street, Marsden Park NE004-16
21
Borehole 1 - 3.5m-10.0m
Borehole 2 – 4.9m-9.5m
Lot 30, South Street, Marsden Park NE004-16
22
Test pit 1
Lot 30, South Street, Marsden Park NE004-16
23
Test pit 2
Lot 30, South Street, Marsden Park NE004-16
24
Test pit 3
Lot 30, South Street, Marsden Park NE004-16
25
Test pit 4
Lot 30, South Street, Marsden Park NE004-16
26
Test pit 5
Lot 30, South Street, Marsden Park NE004-16
27
Test pit 6
Lot 30, South Street, Marsden Park NE004-16
28
Test pit 7
Lot 30, South Street, Marsden Park NE004-16
29
Test pit 8
Lot 30, South Street, Marsden Park NE004-16
30
Test pit 9
Lot 30, South Street, Marsden Park NE004-16
31
Test pit 10
Lot 30, South Street, Marsden Park NE004-16
32
Test pit 11
Lot 30, South Street, Marsden Park NE004-16
33
Test pit 12