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Cardno (NSW/ACT) Pty Ltd trading as
Cardno Geotech Solutions
ABN 95 001 145 035
P.O Box 4224, Edgeworth 2285
Unit 4/5 Arunga Dr, Beresfield 2322
[P] 0249 494300
[F] 0249 660485
[E] [email protected]
REPORT ON
SITE CLASSIFICATION AND CONSTRUCTION TESTING
NORTHLAKES ESTATE STAGE 27B
CAMERON PARK
Prepared for
Northlakes Pty Ltd
C/- McCloy Group Pty Ltd
Prepared by
Cardno Geotech Solutions
CGS Ref: 1355-004/0
February 2013
Page i
Contents
1
INTRODUCTION ...................................................................................................................1
2
SITE DESCRIPTION ................................................................................................................2
3
EARTHWORKS......................................................................................................................2
3.1
3.2
3.3
MATERIAL QUALITY ......................................................................................................3
METHODOLOGY ...........................................................................................................3
RESULTS OF COMPACTION TESTING...................................................................................4
3.3.1
LOT REGRADE ........................................................................................................4
3.3.2
PAVEMENT TESTING................................................................................................4
4
INVESTIGATION METHODOLOGY ..........................................................................................5
5
INVESTIGATION FINDINGS....................................................................................................5
5.1
5.2
5.3
6
PUBLISHED DATA .........................................................................................................5
SUBSURFACE CONDITIONS ..............................................................................................5
LABORATORY TEST RESULTS ............................................................................................6
COMMENTS AND RECOMMENDATIONS ...............................................................................7
6.1
6.2
SITE CLASSIFICATION .....................................................................................................7
FOOTINGS ................................................................................................................ 10
6.2.1
HIGH-LEVEL FOOTINGS ..........................................................................................10
6.2.2
PIERED FOOTINGS.................................................................................................10
7
CONCLUSIONS ................................................................................................................... 11
8
LIMITATIONS ..................................................................................................................... 12
APPENDIX A
DRAWINGS
APPENDIX B
ENGINEERING LOGS
EXPLANATORY NOTES
APPENDIX C
LABORATORY TEST REPORT SHEETS
APPENDIX D
COMPACTION REPORTS
APPENDIX E
CSIRO INFORMATION SHEET BTF 18
Cardno (NSW/ACT) Pty Ltd trading as
Cardno Geotech Solutions
ABN 95 001 145 035
P.O Box 4224, Edgeworth 2285
Unit 4/5 Arunga Dr, Beresfield 2322
[P] 0249 494300
[F] 0249 660485
[E] [email protected]
CGS ref: 1355-004/0
27 February 2013
Northlakes Pty Ltd
C/- McCloy Group Pty Ltd
P.O. Box 2214
Dangar NSW 2309
Attention: Mr Andrew Day
REPORT ON SITE CLASSIFICATION AND CONSTRUCTION TESTING
STAGE 27B NORTHLAKES ESTATE
CAMERON PARK
1
INTRODUCTION
This report presents the results of geotechnical investigation and testing services undertaken
by Cardno Geotech Solutions (CGS) during the development of Stage 27B of the Northlakes
Estate residential development at Cameron Park. The work was undertaken at the request of
Mr James Goode of McCloy Group Pty Ltd on behalf of Northlakes Pty Ltd.
Stage 27B of the proposed development comprises creation of eleven (11) new residential
allotments (lots 2721-2731) and extension of Portsea Parade (Road 39) between CH45m and
CH139m.
The report describes the results of construction control testing undertaken during
earthworks in accordance with Australian Standard 3798-2007, Guidelines for Earthworks on
Residential and Commercial Developments [2].
The report includes findings of geotechnical investigation for Stage 27B including a
description of surface and subsurface conditions encountered at the site and provides site
classification of lots 2721-2731 in accordance with Australian Standard AS 2870-2011
Residential Slabs and Footings [1].
Page 2
The site classifications provided herein; in accordance with Australian Standard 2870-2011,
Residential Slabs and Footings are applicable to lots 2721-2731 within Stage 27B in their
existing condition at the time of fieldwork and in the absence of abnormal moisture
conditions.
For the purpose of the investigation, a Parsons Brinckerhoff site plan (reference 2118995A300-CIV-0002, Rev 2, dated 6.1.12) was provided by the client. Following completion of
earthworks, a fill depth plan was provided by Daracon Group (reference project 1203, dated
14.01.2012).
2
SITE DESCRIPTION
The site is defined as Stage 27B of the Northlakes Estate residential development at
Cameron Park. The site is located in the northern portion of the development. The site is
rectangular in shape and is bound by existing stages 27A and 25 to the east and south,
current Stage 26 to the west and future stage 28 to the north. Topographically the site is
located on the side slope of a spur with surfaces falling to the south-east at gradients of 4-8˚
across lots 2726-2731 and to the south-west at gradients of 5-10˚ across lots 2721-2725. A
gully traverses the site, following the alignment of Portsea Parade and falling toward Pond B
within Stage 26. The gully has been filled as part of the earthworks for Stage 27B. Drainage
across the site is expected to comprise surface flows, following the new surface contours,
road drainage network and ultimately flowing toward Pond B.
At the time of fieldwork, construction for Stage 27B was virtually complete, with lots 27212722, 2726-2631 and front of lots 2723-2725 regraded, lots mulched, roads sealed and
landscaping works in progress. Scattered semi-mature to mature trees were observed across
lots 2722-2725 where lot regrading had not been undertaken.
3
EARTHWORKS
Earthworks for the development of Stage 27B commenced in May 2012 and were carried out
by Daracon Group which included the development of:
• Eleven (11) residential allotments (lots 2721-2731);
• Portsea Parade (Road 39) between CH45m and CH139m.
The earthworks included regrade of lots 2721-2722, 2726-2631, front of lots 2723-2725 and
fill placed for road construction. The lots affected by additional regrade are shown on the fill
depth plan attached in Appendix A. Generally lot regrade activities by Daracon Group
resulted in a maximum fill depth of 3m (at the north-western corner of lot 2721) and less 2m
elsewhere across lots within Stage 27B.
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Testing was undertaken on lot fill in accordance with Section 8 of AS 3798-2007[2]. It is
noted that site regrade activities were sporadic due to inclement weather and staging of
works.
Earthworks were undertaken utilising surplus material acquired from adjacent stage 26 and
onsite materials acquired from road cuttings and regrade and comprised silty clay, sandy
clay and weathered sandstone.
3.1
MATERIAL QUALITY
Onsite materials encountered, including stockpiles of surplus material from adjacent stage
26, ranged from sandy clay, silty clay and weathered sandstone. Onsite materials other than
topsoil were generally deemed suitable for use as general fill. Some materials required
moisture reconditioning and blending along with removal of organic matter prior to use.
Surplus excavated fill materials suitable for reuse including wet materials, along with topsoil,
were stockpiled for use in adjoining Stage 28.
3.2
METHODOLOGY
Regrade operations were undertaken by removing the topsoil, and any uncontrolled fill to
expose the natural in situ soils which were free of significant organic matter. Natural
surfaces were inspected and proof rolled using a compactor or wheeled construction
equipment that was available at the time of inspection.
Unsuitable materials were removed and replaced with select fill. Excavated fill materials
suitable for reuse along with topsoil were stockpiled for use in adjoining lots.
Fill operations were undertaken by placing layers of approximately 200mm to 300mm
thickness and compacting to specified limits. Compacted fill layers were then tested for
compaction in accordance with the guidelines indicated in AS 3798-2007 Guidelines for
Earthworks on Residential and Commercial Developments (Australian Standard AS37982007) [2]. Table 5.1 Item 1 of AS 3798-2007 was adopted as the appropriate compaction
criteria by the client for the work with a minimum relative compaction of 95% standard
required as appropriate for residential - lot fill housing sites.
Fill was tested in accordance with Table 8.1 Frequency of Field Density Tests for Type 1 Large
Scale Operations (Australian Standard AS3798-2007) [2]. Placement and compaction of fill
was undertaken with Cardno Geotech Solutions site personnel providing onsite inspection
and testing services during earthworks activities.
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3.3
RESULTS OF COMPACTION TESTING
3.3.1
LOT REGRADE
Results of compaction testing of lot regrade areas undertaken by Geotech Solutions indicate
that the filling operations have satisfied the compaction criteria for “controlled fill” as
defined in Clause 1.8.13 of AS2870-2011 [1].
All testing has either met with or exceeded the specification adopted of 95% standard
compaction at moisture contents of generally 85% to 115% of OMC at the time of placement
with any failures being re-worked and retested.
Geotechnical services provided during regrade comply with AS 3798-2007 [2], with testing
undertaken to the minimum frequency as indicated in Table 8.1 for Type 1 – Large Scale
Operations.
A total of eighteen (18) compaction test results for lot regrade activities in Stages 27A and
27B are included in this report. The remaining compaction test results for lot regrade in
Stage 27B is included in the Northlakes Stage 25 Site Classification and Construction Testing
report (CGS Reference 1189-003/0, February 2013) and the Northlakes Stage 26 Site
Classification and Construction Testing report (CGS Reference 1458-004/0, February 2013).
The results of compaction testing, along with proof rolling, meet the requirements of Lake
Macquarie City Council Engineering Guidelines Part 2 Construction Specification [3].
Partial filling of the gully in Stage 27B/Stage 28 was undertaken during the development of
adjacent stage 25. These compaction test results are included in the Site Classification and
Construction Testing report (CGS Reference 1189-003/0, February 2013).
Compaction results are shown on NATA accredited test certificates, attached in Error!
Reference source not found..
3.3.2
PAVEMENT TESTING
Thirty (30) compaction tests were undertaken during construction of roads, gully fill and
associated infrastructure within Stage 27A and 27B, including;
• Three (3) subgrade tests;
• Twenty Four (24) general fill tests;
• Three (3) subbase tests; and
Additional compaction test results for road construction in Stage 27B can be found in
Northlakes Stage 26 Site Classification and Construction Testing report (CGS Reference 1458004/0).
Testing was undertaken to meet the requirements of Lake Macquarie City Council
Engineering Guidelines Part 2 Construction Specification [3]. All testing either met or
exceeded the specification requirements with any failures being re-worked and retested.
NATA accredited test certificates are attached in Appendix D.
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4
INVESTIGATION METHODOLOGY
Field investigation for site classification of lots 2721-2731 in Stage 27B was undertaken on 17
January 2013 and comprised the excavation of eleven test bores (TB001-TB011) using a 6
tonne track mounted excavator fitted with a 200mm diameter auger. Test bores were drilled
to a target depth of 1.8-2.0m with four of the test bores terminating prior due to refusal on
weathered sandstone. Dynamic Cone Penetrometer tests (DCP) were conducted adjacent to
and within test bores to aid in the assessment of subsurface strength conditions. Thin wall
tube (50mm diameter) and disturbed samples of selected materials from the bores were
collected for subsequent laboratory testing.
All fieldwork including logging of subsurface profiles and collecting of samples was carried
out by and in the presence of a geotechnical scientist from Cardno Geotech Solutions. Test
bores were located by reference to lot boundaries as shown on Drawing 1355-004-1,
attached in Appendix A. Subsurface conditions are summarised in Section 0 and detailed in
engineering logs of test bores attached in Appendix B, together with explanatory notes.
Laboratory testing on selected samples recovered during fieldwork comprised of shrink swell
tests carried out on remoulded disturbed samples of the natural silty clay/sandy clay and
gravelly sandy clay fill encountered at the site to measure soil volume change over an
extreme soil moisture content range. Disturbed samples were remoulded for the purpose of
shrink swell laboratory testing in the cases where undisturbed samples were not able to be
obtained.
Results of laboratory testing are detailed in the reports sheets attached in Appendix C, and
summarised in Section 5.3.
5
INVESTIGATION FINDINGS
5.1
PUBLISHED DATA
Reference to the Newcastle Coalfield Geology Map, Geological Series Sheet 9231, Edition 1
1995, indicates that the site is situated within the Boolaroo Subgroup of the Late Permian
New Newcastle Coal Measures. The formation is known to comprise sandstone,
conglomerate, siltstone, coal and tuff and residual soils derived from these rock types.
5.2
SUBSURFACE CONDITIONS
The subsurface conditions encountered in the test bores excavated across the site are
detailed on the report log sheets, and attached in Appendix B together with explanatory
notes. The subsurface profile generally comprised sandy clay and gravelly sand clay fill to
depths ranging between 0.5m to greater than 2.0m overlying natural sandy clay and silty
clay. Extremely weathered sandstone was encountered in six of the test bores at depths
ranging between 0.3m and 1.9m.
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The natural clays were assessed to range from well below to approximately equal to
Standard Optimum Moisture Content (SOMC) at the time of fieldwork, and based on DCP
blow counts and Hand Penetrometer measurements, ranged from stiff to hard in
consistency.
A general summary of the subsurface conditions encountered across the site is presented
below in Table 1.
Table 1 - Summary of subsurface conditions
Test
Bore
Topsoil
/Fill (m)
Depth to
rock (m)
Hole
termination/
Practical
refusal (m)
TB001
>1.80
NE
1.80
FILL
TB002
>1.90
NE
1.90
FILL
TB003
0.50
NE
1.80
FILL/Sandy CLAY
TB004
0.60
1.70
1.70
FILL/Sandy CLAY/XW SANDSTONE
TB005
0.60
0.90
1.40
FILL/Sandy CLAY/XW SANDSTONE
TB006
>2.00
NE
2.00
FILL
TB007
1.90
1.90
1.90
FILL/XW SANDSTONE
TB008
0.70
NE
1.80
FILL/Sandy CLAY/Silty CLAY
TB009
0.60
1.50
1.80
FILL/Sandy CLAY/XW SANDSTONE
TB010
1.00
1.65
1.65
FILL/Sandy CLAY/XW SANDSTONE
TB011
NE
0.30
0.90
Sandy CLAY/XW SANDSTONE
Summary of subsurface profile
Notes:
Depths in bold indicate filling
NE
Not Encountered
XW
Extremely Weathered
No groundwater or seepage was encountered in the test bores at the time of fieldwork. It
should be noted that groundwater levels are likely to fluctuate with variations in climatic and
site conditions.
5.3
LABORATORY TEST RESULTS
The results of the laboratory shrink swell tests undertaken on samples of both the natural
silty/sandy clay soils and gravelly sandy/sandy clay fill are detailed on the laboratory test
report sheets attached in Appendix C, and are summarised below in Table 2.
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Table 2 - Summary of Shrink Swell Test Results
Test Bore
Depth
(m)
Soil Type
Esw
(%)
Esh
(%)
Iss
(%)
TB001
0.90-1.10
FILL (Gravelly Sandy CLAY, greyorange)
0.0
3.4
1.9
TB003
0.50-0.80
Sandy CLAY, orange-grey
0.6
3.7
2.2
TB007
0.70-0.90
FILL (Gravelly Sandy CLAY, greybrown-orange)
0.0
2.6
1.4
TB008
1.20-1.30
Silty CLAY, dark grey-brown
1.7
4.3
2.9
TB010
0.30-0.60
FILL (Sandy CLAY, grey-brown)
0.0
5.0
2.8
Notes:
Esw
Swelling strain
Esh
Shrinkage strain
Iss
Shrink swell Index
The results of the laboratory shrink swell tests summarised in Table 2 above indicate that the
tested natural silty/sandy clay and gravelly sandy clay/sandy clay fill are moderately reactive
to highly reactive.
6
COMMENTS AND RECOMMENDATIONS
6.1
SITE CLASSIFICATION
Australian Standard AS 2870-2011 [1] establishes performance requirements and specific
designs for common foundation conditions as well as providing guidance on the design of
footing systems using engineering principles. Site classes as defined on Table 2.1 and 2.3 of
AS 2870 are presented on Table 3 below.
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Table 3 - General Definition of Site Classes
Site
Class
A
S
M
H1
H2
E
Foundation
Most sand and rock sites with little or no ground movement
from moisture changes
Slightly reactive clay sites, which may experience only slight
ground movement from moisture changes
Moderately reactive clay or silt sites, which may experience
moderate ground movement from moisture changes
Highly reactive clay sites, which may experience high ground
movement from moisture changes
Highly reactive clay sites, which may experience very high
ground movement from moisture changes
Extremely reactive sites, which may experience extreme
ground movement from moisture changes
Characteristic
Surface Movement
0 - 20mm
20 - 40mm
40 - 60mm
60 - 75mm
> 75mm
A to P
Filled sites (refer to clause 2.4.6 of AS 2870)
P
Sites which include soft soils, such as soft clay or silt or loose sands; landslip; mine
subsidence; collapsing soils; soils subject to erosion; reactive sites subject to
abnormal moisture conditions or sites which cannot be classified otherwise.
Reactive sites are sites consisting of clay soils that swell on wetting and shrink on drying,
resulting in ground movements that can damage lightly loaded structures. The amount of
ground movement is related to the physical properties of the clay and environmental factors
such as climate, vegetation and watering. A higher probability of damage can occur on
reactive sites where abnormal moisture conditions occur, as defined in AS 2870, due to
factors such as:
• Presence of trees on the building site or adjacent site, removal of trees prior to or after
construction, and the growth of trees too close to a footing. The proximity of mature
trees and their effect on foundations should be considered when determining building
areas within each allotment (refer to AS 2870);
• Failure to provide adequate site drainage or lack of maintenance of site drainage, failure
to repair plumbing leaks and excessive or irregular watering of gardens;
• Unusual moisture conditions caused by removal of structures, ground covers (such as
pavements), drains, dams, swimming pools, tanks etc.
In regard to the performance of footings systems, AS 2870 states “footing systems designed
and constructed in accordance with this Standard on a normal site (see Clause 1.3.2) [1] that
is:
(a) not subject to abnormal moisture conditions; and
(b) maintained such that the original site classification remains valid and abnormal moisture
conditions do not develop;
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are expected to experience usually no damage, a low incidence of damage category 1 and an
occasional incidence of damage category 2.”
Damage categories are defined in Appendix C of AS 2870, which is reproduced in CSIRO
Information Sheet BTF 18, Foundation Maintenance and Footing Performance: A
Homeowner’s Guide.
The laboratory shrink swell test results summarised in Table 2 indicate that the tested
natural and fill clay soils are moderately reactive to highly reactive, with Iss values in the
range of 1.4% to 2.9%.
Based on the soil profiles encountered in the test bores, and in accordance with AS 28702011, the lots in their existing condition and in the absence of abnormal moisture conditions
would be classified as detailed in Table 4.
Table 4 - Recommended Site Classifications
Lot Numbers
Site Classification
2721-2725
H1
2726-2727
H2
2728-2731
H1
The above classifications assume that all foundations are founded below any topsoil and on
the controlled fill or the natural soil profile. Characteristic surface movements in the range of
40-60mm have been calculated for the regraded lots in their existing condition at the time of
investigation.
As noted in Section 2, scattered mature trees were noted across the site. In consideration of
the site conditions and Clause 1.3.3 of AS 2870-2011, the presence of mature trees may be
considered to result in abnormal moisture conditions at the site. These trees should be
removed from within the building area and surrounding areas to distances as detailed in
Appendix B of AS 2870-2011. Following removal of trees, sufficient time should be allowed
for the soil moisture to re-equilibrate or the soil should be moisture reconditioned prior to
construction.
The above site classifications and footing recommendations are for the site conditions
present at the time of fieldwork and consequently the site classification may need to be
reviewed with consideration of any site works that may be undertaken subsequent to the
investigation and this report.
Site works may include:
• Changes to the existing soil profile by cutting and filling;
• Landscaping, including trees removed or planted in the general building area; and
• Drainage and watering systems.
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Designs and design methods presented in AS 2870-2011 [1] are based on the performance
requirement that significant damage can be avoided provided that site conditions are
properly maintained. Performance requirements and foundation maintenance are outlined
in Appendix B of AS 2870. The above site classification assumes that the performance
requirements as set out in Appendix B of AS 2870 are acceptable and that site foundation
maintenance is undertaken to avoid extremes of wetting and drying.
Details on appropriate site and foundation maintenance practices are presented in Appendix
B of AS 2870-2011 and in CSIRO Information Sheet BTF 18, Foundation Maintenance and
Footing Performance: A Homeowner’s Guide, which is attached as Appendix D of this report
along with Australian Geoguide (LR8) Hillside Construction Practice.
Adherence to the detailing requirement outlined in Section 5 of AS 2870-2011 [1] is
essential, in particular Section 5.6 Additional requirements for Classes H1 and H2 sites,
including architectural restrictions, plumbing and drainage requirements.
6.2
FOOTINGS
All foundations should be designed and constructed in accordance with AS 2870-2011,
Residential Slabs and Footings [1] with reference to site classifications as presented in
Section 6.1.
All footings should be founded below any topsoil, slopewash, deleterious soils or
uncontrolled fill. All footings for the same structure should be founded on strata of similar
stiffness and reactivity to minimise the risk of differential movements, with articulation
provided where appropriate.
6.2.1
HIGH-LEVEL FOOTINGS
High-level footing alternatives could be expected to comprise slabs on ground with edge
beams or pad footings for the support of concentrated loads. Such footings designed in
accordance with engineering principles and founded in stiff or better soils (below topsoil,
uncontrolled fill or other deleterious material) may be proportioned on an allowable bearing
capacity of 100kPa. The founding conditions should be assessed by a geotechnical consultant
or experienced engineer to confirm suitable conditions.
Where controlled lot filling has been carried out, high-level footing types should be founded
below any topsoil onto the engineered fill that is placed and compacted in accordance with
AS3798-2007. Inspection of high-level footing excavations should be undertaken during
construction to confirm founding conditions.
6.2.2
PIERED FOOTINGS
Piered footings are considered as an alternative to deep edge beams or high level footings. It
is suggested that piered footings, founded in weathered sandstone could be proportioned
on an end bearing pressure of 500kPa.
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All footings should be founded below any topsoil, slopewash, deleterious soils or
uncontrolled fill. All footings for the same structure should be founded on strata of similar
stiffness and reactivity to minimise the risk of differential movements.
Inspection of high level or pier footings excavations should be undertaken to confirm the
founding conditions and the base should be cleared of fall-in prior to the formation of the
footing.
Where piered footing are utilised, the potential for volume change in the subsurface profile
should be taken into considered by the designer.
7
CONCLUSIONS
The earthworks undertaken for Northlakes Estate Stage 27B have been undertaken in
accordance with guidelines outlined in AS3798-2007. The fill was tested in accordance with
Table 8.1 Frequency of Field Density Tests for Type 1 Large Scale Operations Australian
Standard AS3798-2007). Placement and compaction of fill was observed by Cardno Geotech
Solutions site personnel who provided onsite inspection and testing services during
earthworks activities.
Results of compaction testing of regrade areas undertaken by Cardno Geotech Solutions
indicate that the filling operations have satisfied the compaction criteria for controlled fill as
defined in AS2870-2011.
Geotechnical investigation was carried out for the purpose of site classification of lots within
Stage 27B in accordance with AS2870-2011. The subsurface profile encountered in the test
bores was generally characterised by sandy clay/gravelly sand clay fill, overlying natural
sandy clay and silty clay, overlying extremely weathered sandstone.
The fill depth plan provided by the client indicates that filling associated with lot regrade
with the exception of the gully area in to of Stage 27B and Stage 28 was less than 2.0m deep.
The test bores excavated during the field investigation indicates that fill may be greater than
2.0m deep. As specified in AS 2870-2011 Clause 2.5.3, the classification of sites with
controlled fill of depths greater than 0.4m (deep fill) comprising of material other than sand
would be Class P. However an alternative classification may be given to the site with
consideration to controlled fill.
Site classifications for allotments in Stage 26 are shown in Table 4 and range from Class H1
to Class H2 highly reactive, in accordance with AS2870-2011 [1] and in the absence of
abnormal moisture conditions. The site classifications assume that all foundations are
founded below any topsoil and on the controlled fill or the stiff or better natural soil profile.
A characteristic surface movement range of 40-60mm has been calculated for the lots in the
existing condition. The site classification also takes into consideration the potential for
differential movement as a result of significant fill depth variation across individual lots.
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High-level footing alternatives could be expected to comprise slabs on ground with edge
beams or pad footings for the support of concentrated loads. Such footings designed in
accordance with engineering principles and founded in stiff or better soils or controlled fill
(below topsoil, uncontrolled fill or other deleterious material) may be proportioned on an
allowable bearing capacity of 100kPa.
Piered footings are considered as an alternative to deep edge beams or high level footings
with consideration given to volume change in the subsoil profile by the designer. It is
suggested that piered footings, founded in weathered sandstone could be proportioned on
an end bearing pressure of 500kPa.
Inspection of all high level or piered footings excavations should be undertaken to confirm
the founding conditions and the base should be cleared of fall-in prior to the formation of
the footing.
8
LIMITATIONS
Cardno Geotech Solutions have performed investigation and consulting services for this
project in general accordance with current professional and industry standards and CGS
proposal schedule reference 1355-003.0, dated 3 December 2012.
The extent of testing was limited to discrete test locations. Variations in ground conditions
can occur between test locations that cannot be inferred or predicted. Site classifications are
based on the presumption of similar subsurface conditions between test locations.
A geotechnical consultant or qualified engineer should inspect foundations and excavations
to confirm assumed conditions in this assessment. If subsurface conditions encountered
during construction differ from those given in this report, further advice should be sought
without delay.
Cardno Geotech Solutions, or any other reputable consultant, cannot provide unqualified
warranties nor does it assume any liability for the site conditions not observed or accessible
during the investigations. Site conditions may also change subsequent to the investigations
and assessment due to ongoing use.
This report and associated documentation was undertaken for the specific purpose
described in the report and should not be relied on for other purposes. This report was
prepared solely for the use by Northlakes Pty Ltd and McCloy Group Pty Ltd and any
reliance assumed by other parties on this report shall be at such parties own risk.
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Yours faithfully,
Cardno Geotech Solutions
Daniel Barnes
Geotechnical Engineer
Northlakes Pty Ltd
C/- McCloy Group Pty Ltd
Northlakes Estate Stage 27B
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James Young
Director
Cardno Geotech Solutions
Page 14
REFERENCES
1. Australian Standard AS2870-2011. Residential Slabs and Footings. Standards Australia,
2011.
2. Australian Standard AS3798-2007. Guidelines on Earthworks for Commercial and
Residential Structures. Standards Australia, 2007.
3. Lake Macquarie City Council. Engineering Guidelines Part 2 Construction Specification
CQS. June 2001 [AUS-SPEC-1/NSW-CQS].
Northlakes Pty Ltd
C/- McCloy Group Pty Ltd
Northlakes Estate Stage 27B
Our ref: 1355-004/0, February 2013
Cardno Geotech Solutions
Appendix A
Drawings
SITE
N
TB006
TB001
TB007
TB002
TB008
TB009
TB003
TB004
TB011
TB010
TB005
NOTES:
Drawing adapted from Parsons Brinkerhoff “Proposed
Residential Subdivision Stage 27A and 27B,
Northlakes Estate” Drawing No.2118995A-002-CIV0002, Revision 3, dated 18.07.2012
LEGEND:
Approximate test bore locations and numbers
Unit 4, 5 Arunga
Drive, Beresfield
NSW 2322
TEST BORE LOCATION PLAN
PROPOSED RESIDENTIAL SUBDIVISION
STAGE 27B-NORTHLAKES ESTATE
CLIENT: McCloy Group Pty Ltd
DRAWN BY: DS
SCALE: NTS
PROJECT REFERENCE: GS1355
APPROVED BY: DB
OFFICE: Beresfield
DRAWING NUMBER: 1355-004-1
DATE: 23 January 2012
mmmm
sssssssssss
rrrsrrrrsrssssrsssrrrrsrsssssrrsrrr
mmmm
mmmm
mmmm
mmmmm sssr
m
m
m
sssr
mmm
m
mmm
sssr
mmm
m
mmm
sssr
mmm
m
mmm
sssr
mmm
m
mmm
sssr
mmm
m
mmm
sssr
mmm
m
mmm
sssr
mmm
m
mmm
sssr
mmm
m
mmm
sssr
mmm
m
mmm
sssr
m
m
m
sssr
mmmm
m
mmmm
sssr
mmmm
m
mmmm
sssr
mmmm
m
mmmm
sssr
mmmm
m
mmmm
sssr
mmmm
m
mmmm
sssr
mmmm
m
mmmm
sssr
mmmm
m
mmmm
sssr
mmmm
m
mmmm
mmmm
mmmm
mmmm
mmmm
mmmm
mmmm
mmmm
mmmm
mmmm
mmmm
mmmm
mmmm
mmmm
mmmm
mmmm
mmmm
mmmm
mmmm
mmmm
mmmm
mmmm
mmmm
mmmm
mmmm
mmmm
mmmm
mmmm
mmmm
mmmm
mmmm
mmmm
mmmm
mmmm
mmmm
mmmm
mmmm
mmmm
mmmm
mmmm
mmmm
mmmm
mmmm
mmmm
mmmm
mmmm
Appendix B
Engineering Logs
Explanatory Notes
CLIENT : McCloy Group Pty Ltd
PROJECT : Site Classification
LOCATION : Stage 27B Northlakes Estate, Cameron Park
TESTBORE LOG
HOLE NO : TB001
PROJECT REF : CGS1355
SHEET : 1 OF 1
EQUIPMENT TYPE : 6t Excavator
METHOD : 200mm auger
DATE EXCAVATED : 17/1/13
LOGGED BY : DS
CHECKED BY : DB
STRUCTURE
& Other Observations
400
HAND
PENETROMETER
(kPa)
300
200
100
DCP
(BLOW COUNT)
MOISTURE /
WEATHERING
SYMBOL
MATERIAL DESCRIPTION
Soil Type, plasticity or particle characteristic, colour
Rock Type, grain size, colour
Secondary and minor components
CONSISTENCY /
REL DENSITY /
ROCK STRENGTH
0.0
CLASSIFICATION
GRAPHIC
LOG
DEPTH (m)
GROUND WATER
LEVELS
SAMPLES &
FIELD TESTS
LOCATION : See Drawing for location
FILL, Gravelly Sandy CLAY, medium plasticity, grey-orange, trace cobble
mulch on surface
7
10
16
0.5
11
30
Not Observed
R
0.90m
MC = PL
D
1.0
GEOTECH_SOLUTIONS_03 LIBRARY.GLB Log CGS_TESTHOLE_LOG_02 GS_1355_STAGE_27B_NORTHLAKES_ESTATE.GPJ 27/02/2013 14:22 8.30.003
1.10m
1.5
1.80m
Testbore TB001 terminated at 1.80 m
2.0
2.5
WATER / MOISTURE
SAMPLES & FIELD TESTS
CONSISTENCY
RELATIVE DENSITY
ROCK STRENGTH
ROCK WEATHERING
D
M
W
OMC
PL
U
D
ES
B
SPT
HP
VS
S
F
St
VSt
H
VL
L
MD
D
VD
EL
VL
L
M
H
VH
EH
RS
XW
DW
SW
FR
-
Dry
Moist
Wet
Optimum MC
Plastic Limit
Water inflow
See Explanatory Notes for
details of abbreviations
& basis of descriptions.
-
Undisturbed Sample
Disturbed Sample
Environmental sample
Bulk Disturbed Sample
Standard Penetration Test
Hand/Pocket Penetrometer
-
Very Soft
Soft
Firm
Stiff
Very Stiff
Hard
-
Very Loose
Loose
Medium Dense
Dense
Very Dense
-
Extremely low
Very low
Low
Medium
High
Very high
Extremely high
-
Residual soil
Extremely weathered
Distinctly weathered
Slightly weathered
Fresh rock
CARDNO GEOTECH SOLUTIONS
File: CGS1355 TB001 Page 1 OF 1
CLIENT : McCloy Group Pty Ltd
PROJECT : Site Classification
LOCATION : Stage 27B Northlakes Estate, Cameron Park
TESTBORE LOG
HOLE NO : TB002
PROJECT REF : CGS1355
SHEET : 1 OF 1
EQUIPMENT TYPE : 6t Excavator
METHOD : 200mm auger
DATE EXCAVATED : 17/1/13
LOGGED BY : DS
CHECKED BY : DB
FILL, Gravelly Sandy CLAY, low to medium plasticity, orange-brown
mottled grey
STRUCTURE
& Other Observations
400
HAND
PENETROMETER
(kPa)
300
200
100
DCP
(BLOW COUNT)
MOISTURE /
WEATHERING
SYMBOL
MATERIAL DESCRIPTION
Soil Type, plasticity or particle characteristic, colour
Rock Type, grain size, colour
Secondary and minor components
CONSISTENCY /
REL DENSITY /
ROCK STRENGTH
0.0
CLASSIFICATION
GRAPHIC
LOG
DEPTH (m)
SAMPLES &
FIELD TESTS
GROUND WATER
LEVELS
LOCATION : See Drawing for location
3
4
4
0.5
2
3
GEOTECH_SOLUTIONS_03 LIBRARY.GLB Log CGS_TESTHOLE_LOG_02 GS_1355_STAGE_27B_NORTHLAKES_ESTATE.GPJ 27/02/2013 14:23 8.30.003
Not Observed
5
16
R
MC = PL
1.0
1.5
1.90m
Testbore TB002 terminated at 1.90 m
2.0
2.5
WATER / MOISTURE
SAMPLES & FIELD TESTS
CONSISTENCY
RELATIVE DENSITY
ROCK STRENGTH
ROCK WEATHERING
D
M
W
OMC
PL
U
D
ES
B
SPT
HP
VS
S
F
St
VSt
H
VL
L
MD
D
VD
EL
VL
L
M
H
VH
EH
RS
XW
DW
SW
FR
-
Dry
Moist
Wet
Optimum MC
Plastic Limit
Water inflow
See Explanatory Notes for
details of abbreviations
& basis of descriptions.
-
Undisturbed Sample
Disturbed Sample
Environmental sample
Bulk Disturbed Sample
Standard Penetration Test
Hand/Pocket Penetrometer
-
Very Soft
Soft
Firm
Stiff
Very Stiff
Hard
-
Very Loose
Loose
Medium Dense
Dense
Very Dense
-
Extremely low
Very low
Low
Medium
High
Very high
Extremely high
-
Residual soil
Extremely weathered
Distinctly weathered
Slightly weathered
Fresh rock
CARDNO GEOTECH SOLUTIONS
File: CGS1355 TB002 Page 1 OF 1
CLIENT : McCloy Group Pty Ltd
PROJECT : Site Classification
LOCATION : Stage 27B Northlakes Estate, Cameron Park
TESTBORE LOG
HOLE NO : TB003
PROJECT REF : CGS1355
SHEET : 1 OF 1
EQUIPMENT TYPE : 6t Excavator
METHOD : 200mm auger
DATE EXCAVATED : 17/1/13
LOGGED BY : DS
CHECKED BY : DB
STRUCTURE
& Other Observations
400
HAND
PENETROMETER
(kPa)
300
200
100
DCP
(BLOW COUNT)
MOISTURE /
WEATHERING
SYMBOL
MATERIAL DESCRIPTION
Soil Type, plasticity or particle characteristic, colour
Rock Type, grain size, colour
Secondary and minor components
CONSISTENCY /
REL DENSITY /
ROCK STRENGTH
0.0
CLASSIFICATION
GRAPHIC
LOG
DEPTH (m)
GROUND WATER
LEVELS
SAMPLES &
FIELD TESTS
LOCATION : See Drawing for location
FILL, Gravelly Sandy CLAY, low to high plasticity, grey-orange
3
4
MC = PL
5
0.50m
U50
0.50m
0.5
Sandy CLAY, medium plasticity, orange-grey, trace gravel
3
Not Observed
3
0.80m
3
3
1.0
MC = PL
5
St
as above but pale grey-orange
GEOTECH_SOLUTIONS_03 LIBRARY.GLB Log CGS_TESTHOLE_LOG_02 GS_1355_STAGE_27B_NORTHLAKES_ESTATE.GPJ 27/02/2013 14:23 8.30.003
6
1.50m
D
1.5
1.60m
1.80m
Testbore TB003 terminated at 1.80 m
2.0
2.5
WATER / MOISTURE
SAMPLES & FIELD TESTS
CONSISTENCY
RELATIVE DENSITY
ROCK STRENGTH
ROCK WEATHERING
D
M
W
OMC
PL
U
D
ES
B
SPT
HP
VS
S
F
St
VSt
H
VL
L
MD
D
VD
EL
VL
L
M
H
VH
EH
RS
XW
DW
SW
FR
-
Dry
Moist
Wet
Optimum MC
Plastic Limit
Water inflow
See Explanatory Notes for
details of abbreviations
& basis of descriptions.
-
Undisturbed Sample
Disturbed Sample
Environmental sample
Bulk Disturbed Sample
Standard Penetration Test
Hand/Pocket Penetrometer
-
Very Soft
Soft
Firm
Stiff
Very Stiff
Hard
-
Very Loose
Loose
Medium Dense
Dense
Very Dense
-
Extremely low
Very low
Low
Medium
High
Very high
Extremely high
-
Residual soil
Extremely weathered
Distinctly weathered
Slightly weathered
Fresh rock
CARDNO GEOTECH SOLUTIONS
File: CGS1355 TB003 Page 1 OF 1
CLIENT : McCloy Group Pty Ltd
PROJECT : Site Classification
LOCATION : Stage 27B Northlakes Estate, Cameron Park
TESTBORE LOG
HOLE NO : TB004
PROJECT REF : CGS1355
SHEET : 1 OF 1
EQUIPMENT TYPE : 6t Excavator
METHOD : 200mm auger
DATE EXCAVATED : 17/1/13
LOGGED BY : DS
CHECKED BY : DB
FILL, Gravelly Sandy CLAY, low to medium plasticity, dark grey-orange,
trace organics
STRUCTURE
& Other Observations
400
HAND
PENETROMETER
(kPa)
300
200
100
DCP
(BLOW COUNT)
MOISTURE /
WEATHERING
SYMBOL
MATERIAL DESCRIPTION
Soil Type, plasticity or particle characteristic, colour
Rock Type, grain size, colour
Secondary and minor components
CONSISTENCY /
REL DENSITY /
ROCK STRENGTH
0.0
CLASSIFICATION
GRAPHIC
LOG
DEPTH (m)
SAMPLES &
FIELD TESTS
GROUND WATER
LEVELS
LOCATION : See Drawing for location
mulch on surface
7
8
MC = PL
8
0.5
10
0.60m
Sandy CLAY, medium plasticity, grey-orange, trace gravel
Not Observed
8
6
7
1.0
GEOTECH_SOLUTIONS_03 LIBRARY.GLB Log CGS_TESTHOLE_LOG_02 GS_1355_STAGE_27B_NORTHLAKES_ESTATE.GPJ 27/02/2013 14:23 8.30.003
MC < PL
8
VSt
1.5
as above but becoming friable
1.70m
Testbore TB004 terminated at 1.70 m
Refusal
on sandstone
2.0
2.5
WATER / MOISTURE
SAMPLES & FIELD TESTS
CONSISTENCY
RELATIVE DENSITY
ROCK STRENGTH
ROCK WEATHERING
D
M
W
OMC
PL
U
D
ES
B
SPT
HP
VS
S
F
St
VSt
H
VL
L
MD
D
VD
EL
VL
L
M
H
VH
EH
RS
XW
DW
SW
FR
-
Dry
Moist
Wet
Optimum MC
Plastic Limit
Water inflow
See Explanatory Notes for
details of abbreviations
& basis of descriptions.
-
Undisturbed Sample
Disturbed Sample
Environmental sample
Bulk Disturbed Sample
Standard Penetration Test
Hand/Pocket Penetrometer
-
Very Soft
Soft
Firm
Stiff
Very Stiff
Hard
-
Very Loose
Loose
Medium Dense
Dense
Very Dense
-
Extremely low
Very low
Low
Medium
High
Very high
Extremely high
-
Residual soil
Extremely weathered
Distinctly weathered
Slightly weathered
Fresh rock
CARDNO GEOTECH SOLUTIONS
File: CGS1355 TB004 Page 1 OF 1
CLIENT : McCloy Group Pty Ltd
PROJECT : Site Classification
LOCATION : Stage 27B Northlakes Estate, Cameron Park
TESTBORE LOG
HOLE NO : TB005
PROJECT REF : CGS1355
SHEET : 1 OF 1
EQUIPMENT TYPE : 6t Excavator
METHOD : 200mm auger
DATE EXCAVATED : 17/1/13
LOGGED BY : DS
CHECKED BY : DB
STRUCTURE
& Other Observations
400
HAND
PENETROMETER
(kPa)
300
200
100
DCP
(BLOW COUNT)
MOISTURE /
WEATHERING
SYMBOL
MATERIAL DESCRIPTION
Soil Type, plasticity or particle characteristic, colour
Rock Type, grain size, colour
Secondary and minor components
CONSISTENCY /
REL DENSITY /
ROCK STRENGTH
0.0
CLASSIFICATION
GRAPHIC
LOG
DEPTH (m)
GROUND WATER
LEVELS
SAMPLES &
FIELD TESTS
LOCATION : See Drawing for location
FILL, Gravelly Sandy CLAY, medium plasticity, dark grey-brown
10
8
MC = PL
6
Not Observed
0.5
5
0.60m
0.60m
D
Sandy CLAY, medium plasticity, orange-grey
6
MC < PL
St
19
0.90m
0.90m
SANDSTONE, fine to medium grained, grey-orange
1.0
GEOTECH_SOLUTIONS_03 LIBRARY.GLB Log CGS_TESTHOLE_LOG_02 GS_1355_STAGE_27B_NORTHLAKES_ESTATE.GPJ 27/02/2013 14:23 8.30.003
XW
EL
1.40m
Testbore TB005 terminated at 1.40 m
Refusal
1.5
2.0
2.5
WATER / MOISTURE
SAMPLES & FIELD TESTS
CONSISTENCY
RELATIVE DENSITY
ROCK STRENGTH
ROCK WEATHERING
D
M
W
OMC
PL
U
D
ES
B
SPT
HP
VS
S
F
St
VSt
H
VL
L
MD
D
VD
EL
VL
L
M
H
VH
EH
RS
XW
DW
SW
FR
-
Dry
Moist
Wet
Optimum MC
Plastic Limit
Water inflow
See Explanatory Notes for
details of abbreviations
& basis of descriptions.
-
Undisturbed Sample
Disturbed Sample
Environmental sample
Bulk Disturbed Sample
Standard Penetration Test
Hand/Pocket Penetrometer
-
Very Soft
Soft
Firm
Stiff
Very Stiff
Hard
-
Very Loose
Loose
Medium Dense
Dense
Very Dense
-
Extremely low
Very low
Low
Medium
High
Very high
Extremely high
-
Residual soil
Extremely weathered
Distinctly weathered
Slightly weathered
Fresh rock
CARDNO GEOTECH SOLUTIONS
File: CGS1355 TB005 Page 1 OF 1
CLIENT : McCloy Group Pty Ltd
PROJECT : Site Classification
LOCATION : Stage 27B Northlakes Estate, Cameron Park
TESTBORE LOG
HOLE NO : TB006
PROJECT REF : CGS1355
SHEET : 1 OF 1
EQUIPMENT TYPE : 6t Excavator
METHOD : 200mm auger
DATE EXCAVATED : 17/1/13
LOGGED BY : DS
CHECKED BY : DB
FILL, Gravelly Sandy CLAY, medium plasticity, dark grey mottled
orange-brown
STRUCTURE
& Other Observations
400
HAND
PENETROMETER
(kPa)
300
200
100
DCP
(BLOW COUNT)
MOISTURE /
WEATHERING
SYMBOL
MATERIAL DESCRIPTION
Soil Type, plasticity or particle characteristic, colour
Rock Type, grain size, colour
Secondary and minor components
CONSISTENCY /
REL DENSITY /
ROCK STRENGTH
0.0
CLASSIFICATION
GRAPHIC
LOG
DEPTH (m)
SAMPLES &
FIELD TESTS
GROUND WATER
LEVELS
LOCATION : See Drawing for location
6
10
7
10
GEOTECH_SOLUTIONS_03 LIBRARY.GLB Log CGS_TESTHOLE_LOG_02 GS_1355_STAGE_27B_NORTHLAKES_ESTATE.GPJ 27/02/2013 14:23 8.30.003
Not Observed
0.5
R
1.0
MC = PL
1.5
2.00m
2.0
Testbore TB006 terminated at 2.00 m
2.5
WATER / MOISTURE
SAMPLES & FIELD TESTS
CONSISTENCY
RELATIVE DENSITY
ROCK STRENGTH
ROCK WEATHERING
D
M
W
OMC
PL
U
D
ES
B
SPT
HP
VS
S
F
St
VSt
H
VL
L
MD
D
VD
EL
VL
L
M
H
VH
EH
RS
XW
DW
SW
FR
-
Dry
Moist
Wet
Optimum MC
Plastic Limit
Water inflow
See Explanatory Notes for
details of abbreviations
& basis of descriptions.
-
Undisturbed Sample
Disturbed Sample
Environmental sample
Bulk Disturbed Sample
Standard Penetration Test
Hand/Pocket Penetrometer
-
Very Soft
Soft
Firm
Stiff
Very Stiff
Hard
-
Very Loose
Loose
Medium Dense
Dense
Very Dense
-
Extremely low
Very low
Low
Medium
High
Very high
Extremely high
-
Residual soil
Extremely weathered
Distinctly weathered
Slightly weathered
Fresh rock
CARDNO GEOTECH SOLUTIONS
File: CGS1355 TB006 Page 1 OF 1
CLIENT : McCloy Group Pty Ltd
PROJECT : Site Classification
LOCATION : Stage 27B Northlakes Estate, Cameron Park
TESTBORE LOG
HOLE NO : TB007
PROJECT REF : CGS1355
SHEET : 1 OF 1
EQUIPMENT TYPE : 6t Excavator
METHOD : 200mm auger
DATE EXCAVATED : 17/1/13
LOGGED BY : DS
CHECKED BY : DB
STRUCTURE
& Other Observations
400
HAND
PENETROMETER
(kPa)
300
200
100
DYNAMIC
PENETROMETER
MOISTURE /
WEATHERING
SYMBOL
MATERIAL DESCRIPTION
Soil Type, plasticity or particle characteristic, colour
Rock Type, grain size, colour
Secondary and minor components
CONSISTENCY /
REL DENSITY /
ROCK STRENGTH
0.0
CLASSIFICATION
GRAPHIC
LOG
DEPTH (m)
SAMPLES &
FIELD TESTS
GROUND WATER
LEVELS
LOCATION : See Drawing for location
FILL, Gravelly Sandy CLAY, low to medium plasticity, grey-brown-orange
0.5
GEOTECH_SOLUTIONS_03 LIBRARY.GLB Log CGS_TESTHOLE_LOG_02 GS_1355_STAGE_27B_NORTHLAKES_ESTATE.GPJ 27/02/2013 14:23 8.30.003
Not Observed
0.70m
D
0.90m
MC = PL
1.0
1.5
1.90m
Testbore TB007 terminated at 1.90 m
Refusal
2.0
on sandstone
2.5
WATER / MOISTURE
SAMPLES & FIELD TESTS
CONSISTENCY
RELATIVE DENSITY
ROCK STRENGTH
ROCK WEATHERING
D
M
W
OMC
PL
U
D
ES
B
SPT
HP
VS
S
F
St
VSt
H
VL
L
MD
D
VD
EL
VL
L
M
H
VH
EH
RS
XW
DW
SW
FR
-
Dry
Moist
Wet
Optimum MC
Plastic Limit
Water inflow
See Explanatory Notes for
details of abbreviations
& basis of descriptions.
-
Undisturbed Sample
Disturbed Sample
Environmental sample
Bulk Disturbed Sample
Standard Penetration Test
Hand/Pocket Penetrometer
-
Very Soft
Soft
Firm
Stiff
Very Stiff
Hard
-
Very Loose
Loose
Medium Dense
Dense
Very Dense
-
Extremely low
Very low
Low
Medium
High
Very high
Extremely high
-
Residual soil
Extremely weathered
Distinctly weathered
Slightly weathered
Fresh rock
CARDNO GEOTECH SOLUTIONS
File: CGS1355 TB007 Page 1 OF 1
CLIENT : McCloy Group Pty Ltd
PROJECT : Site Classification
LOCATION : Stage 27B Northlakes Estate, Cameron Park
TESTBORE LOG
HOLE NO : TB008
PROJECT REF : CGS1355
SHEET : 1 OF 1
EQUIPMENT TYPE : 6t Excavator
METHOD : 200mm auger
DATE EXCAVATED : 17/1/13
LOGGED BY : DS
CHECKED BY : DB
STRUCTURE
& Other Observations
400
HAND
PENETROMETER
(kPa)
300
200
100
DYNAMIC
PENETROMETER
MOISTURE /
WEATHERING
SYMBOL
MATERIAL DESCRIPTION
Soil Type, plasticity or particle characteristic, colour
Rock Type, grain size, colour
Secondary and minor components
CONSISTENCY /
REL DENSITY /
ROCK STRENGTH
0.0
CLASSIFICATION
GRAPHIC
LOG
DEPTH (m)
SAMPLES &
FIELD TESTS
GROUND WATER
LEVELS
LOCATION : See Drawing for location
FILL, Gravelly Sandy CLAY, low to medium plasticity, grey-brown mottled
orange
MC = PL
0.5
0.70m
Not Observed
Sandy CLAY, medium plasticity, orange-grey
MC < PL St - VSt
1.0
HP In-situ = 200 - 250 kPa
1.20m
D
1.20m
Silty CLAY (carbonaceous), medium plasticity, dark grey-brown
GEOTECH_SOLUTIONS_03 LIBRARY.GLB Log CGS_TESTHOLE_LOG_02 GS_1355_STAGE_27B_NORTHLAKES_ESTATE.GPJ 27/02/2013 14:23 8.30.003
1.30m
1.5
MC = PL
St
1.80m
Testbore TB008 terminated at 1.80 m
2.0
2.5
WATER / MOISTURE
SAMPLES & FIELD TESTS
CONSISTENCY
RELATIVE DENSITY
ROCK STRENGTH
ROCK WEATHERING
D
M
W
OMC
PL
U
D
ES
B
SPT
HP
VS
S
F
St
VSt
H
VL
L
MD
D
VD
EL
VL
L
M
H
VH
EH
RS
XW
DW
SW
FR
-
Dry
Moist
Wet
Optimum MC
Plastic Limit
Water inflow
See Explanatory Notes for
details of abbreviations
& basis of descriptions.
-
Undisturbed Sample
Disturbed Sample
Environmental sample
Bulk Disturbed Sample
Standard Penetration Test
Hand/Pocket Penetrometer
-
Very Soft
Soft
Firm
Stiff
Very Stiff
Hard
-
Very Loose
Loose
Medium Dense
Dense
Very Dense
-
Extremely low
Very low
Low
Medium
High
Very high
Extremely high
-
Residual soil
Extremely weathered
Distinctly weathered
Slightly weathered
Fresh rock
CARDNO GEOTECH SOLUTIONS
File: CGS1355 TB008 Page 1 OF 1
CLIENT : McCloy Group Pty Ltd
PROJECT : Site Classification
LOCATION : Stage 27B Northlakes Estate, Cameron Park
TESTBORE LOG
HOLE NO : TB009
PROJECT REF : CGS1355
SHEET : 1 OF 1
EQUIPMENT TYPE : 6t Excavator
METHOD : 200mm auger
DATE EXCAVATED : 17/1/13
LOGGED BY : DS
CHECKED BY : DB
STRUCTURE
& Other Observations
400
HAND
PENETROMETER
(kPa)
300
200
100
DYNAMIC
PENETROMETER
MOISTURE /
WEATHERING
SYMBOL
MATERIAL DESCRIPTION
Soil Type, plasticity or particle characteristic, colour
Rock Type, grain size, colour
Secondary and minor components
CONSISTENCY /
REL DENSITY /
ROCK STRENGTH
0.0
CLASSIFICATION
GRAPHIC
LOG
DEPTH (m)
SAMPLES &
FIELD TESTS
GROUND WATER
LEVELS
LOCATION : See Drawing for location
FILL, Sandy CLAY, medium to high plasticity, dark grey brown-orange,
with gravel
MC < PL
0.5
0.60m
Not Observed
Sandy CLAY, medium plasticity, orange-grey
1.0
MC < PL VSt - H
GEOTECH_SOLUTIONS_03 LIBRARY.GLB Log CGS_TESTHOLE_LOG_02 GS_1355_STAGE_27B_NORTHLAKES_ESTATE.GPJ 27/02/2013 14:23 8.30.003
HP In-situ = 400 kPa
as above but friable
1.50m
1.5
SANDSTONE, fine to medium grained, orange-grey
XW
EL
1.80m
Testbore TB009 terminated at 1.80 m
2.0
2.5
WATER / MOISTURE
SAMPLES & FIELD TESTS
CONSISTENCY
RELATIVE DENSITY
ROCK STRENGTH
ROCK WEATHERING
D
M
W
OMC
PL
U
D
ES
B
SPT
HP
VS
S
F
St
VSt
H
VL
L
MD
D
VD
EL
VL
L
M
H
VH
EH
RS
XW
DW
SW
FR
-
Dry
Moist
Wet
Optimum MC
Plastic Limit
Water inflow
See Explanatory Notes for
details of abbreviations
& basis of descriptions.
-
Undisturbed Sample
Disturbed Sample
Environmental sample
Bulk Disturbed Sample
Standard Penetration Test
Hand/Pocket Penetrometer
-
Very Soft
Soft
Firm
Stiff
Very Stiff
Hard
-
Very Loose
Loose
Medium Dense
Dense
Very Dense
-
Extremely low
Very low
Low
Medium
High
Very high
Extremely high
-
Residual soil
Extremely weathered
Distinctly weathered
Slightly weathered
Fresh rock
CARDNO GEOTECH SOLUTIONS
File: CGS1355 TB009 Page 1 OF 1
CLIENT : McCloy Group Pty Ltd
PROJECT : Site Classification
LOCATION : Stage 27B Northlakes Estate, Cameron Park
TESTBORE LOG
HOLE NO : TB010
PROJECT REF : CGS1355
SHEET : 1 OF 1
EQUIPMENT TYPE : 6t Excavator
METHOD : 200mm auger
DATE EXCAVATED : 17/1/13
LOGGED BY : DS
CHECKED BY : DB
STRUCTURE
& Other Observations
400
HAND
PENETROMETER
(kPa)
300
200
100
DYNAMIC
PENETROMETER
MOISTURE /
WEATHERING
SYMBOL
MATERIAL DESCRIPTION
Soil Type, plasticity or particle characteristic, colour
Rock Type, grain size, colour
Secondary and minor components
CONSISTENCY /
REL DENSITY /
ROCK STRENGTH
0.0
CLASSIFICATION
GRAPHIC
LOG
DEPTH (m)
GROUND WATER
LEVELS
SAMPLES &
FIELD TESTS
LOCATION : See Drawing for location
FILL, Sandy CLAY, low to medium plasticity, dark grey-brown, with gravel
0.30m
D
0.5
MC = PL
Not Observed
0.60m
1.00m
GEOTECH_SOLUTIONS_03 LIBRARY.GLB Log CGS_TESTHOLE_LOG_02 GS_1355_STAGE_27B_NORTHLAKES_ESTATE.GPJ 27/02/2013 14:23 8.30.003
1.0
Sandy CLAY, medium plasticity, grey-brown
MC < PL
VSt
as above but becoming friable
1.40m
D
1.5
1.65m
1.65m
Testbore TB010 terminated at 1.65 m
Refusal
on sandstone
2.0
2.5
WATER / MOISTURE
SAMPLES & FIELD TESTS
CONSISTENCY
RELATIVE DENSITY
ROCK STRENGTH
ROCK WEATHERING
D
M
W
OMC
PL
U
D
ES
B
SPT
HP
VS
S
F
St
VSt
H
VL
L
MD
D
VD
EL
VL
L
M
H
VH
EH
RS
XW
DW
SW
FR
-
Dry
Moist
Wet
Optimum MC
Plastic Limit
Water inflow
See Explanatory Notes for
details of abbreviations
& basis of descriptions.
-
Undisturbed Sample
Disturbed Sample
Environmental sample
Bulk Disturbed Sample
Standard Penetration Test
Hand/Pocket Penetrometer
-
Very Soft
Soft
Firm
Stiff
Very Stiff
Hard
-
Very Loose
Loose
Medium Dense
Dense
Very Dense
-
Extremely low
Very low
Low
Medium
High
Very high
Extremely high
-
Residual soil
Extremely weathered
Distinctly weathered
Slightly weathered
Fresh rock
CARDNO GEOTECH SOLUTIONS
File: CGS1355 TB010 Page 1 OF 1
CLIENT : McCloy Group Pty Ltd
PROJECT : Site Classification
LOCATION : Stage 27B Northlakes Estate, Cameron Park
TESTBORE LOG
HOLE NO : TB011
PROJECT REF : CGS1355
SHEET : 1 OF 1
EQUIPMENT TYPE : 6t Excavator
METHOD : 200mm auger
DATE EXCAVATED : 17/1/13
LOGGED BY : DS
CHECKED BY : DB
STRUCTURE
& Other Observations
400
HAND
PENETROMETER
(kPa)
300
200
100
DYNAMIC
PENETROMETER
MOISTURE /
WEATHERING
SYMBOL
MATERIAL DESCRIPTION
Soil Type, plasticity or particle characteristic, colour
Rock Type, grain size, colour
Secondary and minor components
CONSISTENCY /
REL DENSITY /
ROCK STRENGTH
0.0
CLASSIFICATION
GRAPHIC
LOG
DEPTH (m)
SAMPLES &
FIELD TESTS
GROUND WATER
LEVELS
LOCATION : See Drawing for location
Sandy CLAY, medium plasticity, grey-orange
MC < PL
St
XW
EL - VL
0.30m
Not Observed
SANDSTONE, fine to medium grained,
0.5
0.90m
Testbore TB011 terminated at 0.90 m
Refusal
GEOTECH_SOLUTIONS_03 LIBRARY.GLB Log CGS_TESTHOLE_LOG_02 GS_1355_STAGE_27B_NORTHLAKES_ESTATE.GPJ 27/02/2013 14:23 8.30.003
1.0
1.5
2.0
2.5
WATER / MOISTURE
SAMPLES & FIELD TESTS
CONSISTENCY
RELATIVE DENSITY
ROCK STRENGTH
ROCK WEATHERING
D
M
W
OMC
PL
U
D
ES
B
SPT
HP
VS
S
F
St
VSt
H
VL
L
MD
D
VD
EL
VL
L
M
H
VH
EH
RS
XW
DW
SW
FR
-
Dry
Moist
Wet
Optimum MC
Plastic Limit
Water inflow
See Explanatory Notes for
details of abbreviations
& basis of descriptions.
-
Undisturbed Sample
Disturbed Sample
Environmental sample
Bulk Disturbed Sample
Standard Penetration Test
Hand/Pocket Penetrometer
-
Very Soft
Soft
Firm
Stiff
Very Stiff
Hard
-
Very Loose
Loose
Medium Dense
Dense
Very Dense
-
Extremely low
Very low
Low
Medium
High
Very high
Extremely high
-
Residual soil
Extremely weathered
Distinctly weathered
Slightly weathered
Fresh rock
CARDNO GEOTECH SOLUTIONS
File: CGS1355 TB011 Page 1 OF 1
Explanatory Notes
The methods of description and classification of soils and rocks used in this report are based on Australian Standard 1726
Geotechnical Site Investigations Code. Material descriptions are deduced from field observation or engineering examination,
and may be appended or confirmed by in situ or laboratory testing. The information is dependent on the scope of
investigation, the extent of sampling and testing, and the inherent variability of the conditions encountered.
Subsurface investigation may be conducted by one or a
combination of the following methods.
Field testing may be conducted as a means of assessment
of the in-situ conditions of materials encountered.
Method
Field testing
Test Pitting: excavation/trench
BH
Backhoe bucket
SPT
Standard Penetration Test (blows/150mm)
HP/PP
Hand/Pocket Penetrometer
EX
Excavator bucket
X
Existing excavation
Dynamic Penetrometers (blows/150mm)
Natural Exposure: existing natural rock or soil exposure
Manual drilling: hand operated tools
HA
Hand Auger
Continuous sample drilling
PT
Push tube
Hammer drilling
AH
Air hammer
AT
Air track
Spiral flight auger drilling
AS
AD/V
Large diameter short spiral auger
Continuous spiral flight auger: V-Bit
AD/T
Continuous spiral flight auger: TC-Bit
Washbore (mud drilling)
RR
Rock roller
63mm diamond-tipped core barrel
52mm diamond-tipped core barrel
NQ
47mm diamond-tipped core barrel
Concrete coring
DT
Diatube
Sampling is conducted to facilitate further assessment of
selected materials encountered.
Sampling method
Disturbed sampling
B
Bulk disturbed sample
D
Disturbed sample
ES
Environmental soil sample
Undisturbed sampling
SPT
Standard Penetration Test sample
U#
Undisturbed tube sample (#mm diameter)
Water samples
EW
Environmental water sample
Perth Sand Penetrometer
Vane Shear
PBT
Plate Bearing Test
If encountered with SPT or dynamic penetrometer testing,
refusal (R), virtual refusal (VR) or hammer bouncing (HB)
may be noted.
The quality of the rock can be assessed be the degree of
fracturing and the following.
Rock quality description
TCR
RQD
Rotary core drilling
HQ
NMLC
Dynamic Cone Penetrometer
PSP
VS
Rotary non-core drilling
WS
DCP
Total Core Recovery (%)
(length of core recovered divided by the length
of core run)
Rock Quality Designation (%)
(sum of axial lengths of core greater than
100mm long divided by the length of core run)
Notes on groundwater conditions encountered may include.
Groundwater
Not Encountered Excavation is dry in the short term
Not Observed
Groundwater observation not possible
Seepage
Groundwater seeping into hole
Inflow
Groundwater flowing/flooding into hole
Perched groundwater may result in a misleading indication
of the depth to the true water table. Groundwater levels
are likely to fluctuate with variations in climatic and site
conditions.
Notes on the stability of excavations may include.
Excavation conditions
Spalling
Unstable
Material falling into excavation, may be
described as minor or major spalling
Collapse of the majority, or one or more
face, of the excavation
Explanatory Notes - General Soil Description
The methods of description and classification of soils used in this report are based on Australian Standard 1726 Geotechnical
Site Investigations Code. In practice, if the material can be remoulded by hand in its field condition or in water it is described
as a soil. The dominant soil constituent is given in capital letters, with secondary textures in lower case. In general,
descriptions cover: soil type, strength / relative density, moisture, colour, plasticity and inclusions.
Soil types are described according to the dominant particle
size on the basis of the following assessment.
The moisture condition of soil is described by appearance
and feel and may be described in relation to the Plastic
Limit (PL) or Optimum Moisture Content (OMC).
Soil Classification
Particle Size
CLAY
< 0.002mm
Moisture condition and description
SILT
0.002mm 0.075mm
Dry
SAND
GRAVEL
fine
0.075mm to 0.2mm
medium
0.2mm to 0.6mm
coarse
0.6mm to 2.36mm
fine
2.36mm to 6mm
medium
6mm to 20mm
coarse
20mm to 63mm
COBBLES
63mm to 200mm
BOULDERS
> 200mm
Soil types are qualified by the presence of minor
components on the basis of field examination or grading.
Description
Percentage of minor component
Trace
< 5% in coarse grained soils
< 15% in fine grained soils
With
5% to 12% in coarse grained soils
15% to 30% in fine grained soils
The strength of cohesive soils is classified by engineering
assessment or field/laboratory testing as follows.
Strength
Symbol
Undrained shear strength
Very Soft
VS
< 12kPa
Soft
S
12kPa to 25kPa
Firm
F
25kPa to 50kPa
Stiff
St
50kPa to 100kPa
Very Stiff
VSt
100kPa to 200kPa
Hard
H
> 200kPa
Cohesionless soils are classified on the basis of relative
density as follows.
Moist
Wet
Cohesive soils; hard, friable, dry of plastic limit.
Granular soils; cohesionless and free-running
Cool feel and darkened colour: Cohesive soils can
be moulded. Granular soils tend to cohere
Cool feel and darkened colour: Cohesive soils
usually weakened and free water forms when
handling. Granular soils tend to cohere
The plasticity of cohesive soils is defined as follows.
Plasticity
Liquid Limit
Low plasticity
≤ 35%
Medium plasticity
> 35% ≤ 50%
High plasticity
> 50%
The structure of the soil may be described as follows.
Zoning
Description
Layer
Continuous across exposure or sample
Lens
Discontinuous layer (lenticular shape)
Pocket
Irregular inclusion of different material
The structure may include; defects such as softened zones,
fissures, cracks, joints and root-holes; and coarse grained
soils may be described as strongly or weakly cemented.
The soil origin may also be noted if possible to deduce.
Soil origin and description
Fill
Man-made deposits or disturbed material
Topsoil
Material affected by roots and root fibres
Colluvial soil
Transported down slopes by gravity
Aeolian soil
Transported and deposited by wind
Alluvial soil
Deposited by rivers
Lacustrine soil
Deposited by lakes
Relative Density
Symbol
Density Index
Marine soil
Deposits in beaches, bays, estuaries
Very Loose
VL
< 15%
Residual soil
Developed on weathered rock
Loose
L
15% to 35%
Medium Dense
MD
35% to 65%
Dense
D
65% to 85%
Very Dense
VD
> 85%
The origin of the soil generally cannot be deduced on the
appearance of the material and may be assumed based on
further geological evidence or field observation.
Explanatory Notes - General Rock Description
The methods of description and classification of rocks used in this report are based on Australian Standard 1726 Geotechnical
Site Investigations Code. In general, if a material cannot be remoulded by hand in its field condition or in water it is described
as a rock, is classified by its geological terms. In general, descriptions cover: rock type, degree of weathering, strength,
colour, grain size, structure and minor components or inclusions.
Sedimentary rock types are generally described according
to the predominant grain size as follows.
The defect spacing and bedding thickness of rocks,
measured normal to defects of the same set or bedding,
can be described as follows.
Rock Type
Description
CONGLOMERATE
Rounded gravel sized fragments
>2mm cemented in a finer matrix
Definition
Defect Spacing
Thinly laminated
< 6mm
SANDSTONE
Sand size particles defined by grain size
and often cemented by other materials
fine
0.06mm to 0.2mm
medium
0.2mm to 0.6mm
coarse
0.6mm to 2mm
Laminated
6mm to 20mm
Very thinly bedded
20mm to 60mm
Thinly bedded
60mm to 0.2m
Medium bedded
0.2m to 0.6m
SILTSTONE
Predominately silt sized particles
Thickly bedded
0.6m to 2m
SHALE
Fine particles (silt or clay) and fissile
Very thickly bedded
> 2m
CLAYSTONE
Predominately clay sized particles
Defects in rock mass are often described by the following.
The classification of rock weathering is described based on
definitions outlined in AS1726 as follows.
Terms
Joint
JT
Sheared zone
SZ
Term and symbol
Definition
Bed Parting
BP
Sheared surface
SS
Residual
Soil
Soil developed on extremely
weathered rock; mass structure and
substance are no longer evident
Weathered to such an extent that it
has ‘soil’ properties
Strength usually changed and may
be highly discoloured. Porosity may
be increased by leaching, or
decreased due to deposition in pores
Slightly discoloured; little/no change
of strength from fresh rock
Rock shows no sign of decomposition
or staining
Contact
CO
Seam
SM
Dyke
DK
Crushed Seam
CS
Decomposed Zone
DZ
Infilled Seam
IS
Fracture
FC
Foliation
FL
Fracture Zone
FZ
Vein
VN
Extremely
weathered
Distinctly
weathered
Slightly
weathered
Fresh Rock
RS
XW
DW
SW
FR
Rock material strength (distinct from mass strength which
can be significantly weaker due to the effect of defects)
can be defined based on the point load index as follows.
Term and symbol
Point Load Index Is50
Extremely low
EL
< 0.03MPa
Very Low
VL
0.03MPa to 0.1MPa
Low
L
0.1MPa to 0.3MPa
Medium
M
0.3MPa to 1MPa
High
H
1MPa to 3MPa
Very High
VH
3MPa to 10MPa
Extremely High
EH
> 10MPa
For preliminary assessment and in cases where no point
load testing is available, the rock strength may be
assessed using the field guide specified by AS1726.
The shape and roughness of defects are described using
the following terms.
Planarity
Roughness
Planar
PR
Very Rough
VR
Curved
CU
Rough
RF
Undulating
U
Smooth
S
Irregular
IR
Polished
POL
Stepped
ST
Slickensides
SL
The coating or infill associated with defects can be
described as follows.
Definition
Description
Clean
No visible coating or infilling
Stain
No visible coating or infilling; surfaces
discoloured by mineral staining
Visible coating or infilling of soil or mineral
substance (<1mm). If discontinuous over
the plane; patchy veneer
Visible coating or infilling of soil or mineral
substance (>1mm)
Veneer
Coating
Graphics Symbols Index
CLAYS
GRAVELS
SEDIMENTARY ROCK
CLAY
GRAVEL
CONGLOMERATE
Silty CLAY
Clayey GRAVEL
BRECCIA
Sandy CLAY
Silty GRAVEL
SANDSTONE
Gravelly CLAY
Sandy GRAVEL
STONE
SILTSTONE
COBBLES & BOULDERS
SHALE
SILTS
MUDSTONE / CLAYSTONE
Organic SILT
COAL
SILT
MISCELLANEOUS
Clayey SILT
Sandy SILT
Gravelly SILT
SANDS
FILL
TOPSOIL
CONCRETE
ASPHALT
METAMORPHIC ROCK
SLATE / PHYLLITE / SCHIST
GNEISS
QUARTZITE
SAND
CORE LOSS
Clayey SAND
PAVEMENT GRAVEL
GRANITE
Silty SAND
PAVEMENT (Natural Gravels)
BASALT
Gravelly SAND
PAVEMENT (Crushed Rock)
TUFF
IGNEOUS ROCK
Appendix C
Laboratory Test Report Sheets
Shrink Swell Index Report
Client:
McCloy Group Pty Ltd
Client Address:
PO Box 2214 Dangar NSW 2309
Report Number:
GS/1355 - 22
Job Number:
GS/1355
Report Date:
Project:
Provision of Testing Services
Order Number:
Location
Northlakes Estate Stage 27B , Cameron Park
Test Method :
Lab No:
13/470
Sample Location
Date Sampled:
17/01/2013
Bore No TB001
Date Tested:
4/02/2013
Sample type D
Sampled By:
Dimce Stojanovski
Sample Depth 0.90-1.10m
Sample Method:
AS1289.1.2.1 c6.5.3 Power Auger
Material Source:
Insitu
For Use As:
-
Lot Number:
-
Remarks:
Remoulded at field moisture content.
Item Number :
-
Page 1 of 1
8/02/2013
AS1289.7.1.1
Page 1 of 1
Shrinkage Moisture Content (%) :
Shrinkage (%) :
Unit Weight (t/m³) :
Swell (%) :
Shrink Swell Index (Iss %):
16.5
Swell MC Before(%):
16.4
3.4
Swell MC After(%) :
17.5
PP Before (kPa):
420
PP After (kPa):
260
2.06
0.0
1.9
Visual Classification :
Gravelly Sandy CLAY, grey orange.
Inert Material Estimate(%):
1
Cracking :
Nil
Crumbling :
Nil
APPROVED SIGNATORY
This document is issued in accordance with NATA's accreditation
requirements. 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.
FORM NUMBER
RP106-2
Simon Richards
NATA Accred No:15689
Shrink Swell Index Report
Client:
McCloy Group Pty Ltd
Client Address:
PO Box 2214 Dangar NSW 2309
Report Number:
GS/1355 - 23
Job Number:
GS/1355
Report Date:
Project:
Provision of Testing Services
Order Number:
Location
Northlakes Estate Stage 27B , Cameron Park
Test Method :
Lab No:
13/471
Sample Location
Date Sampled:
17/01/2013
Bore No TB003
Date Tested:
4/02/2013
Sample type U-50
Sampled By:
Dimce Stojanovski
Sample Depth 0.50-0.80m
Sample Method:
AS1289.1.2.1 c6.5.3 Power Auger
Material Source:
Insitu
For Use As:
-
Lot Number:
-
Remarks:
-
Item Number :
-
Page 1 of 1
8/02/2013
AS1289.7.1.1
Page 1 of 1
Shrinkage Moisture Content (%) :
Shrinkage (%) :
Unit Weight (t/m³) :
Swell (%) :
Shrink Swell Index (Iss %):
Visual Classification :
Sandy CLAY, orange grey.
Inert Material Estimate(%):
3
Cracking :
Moderate
Crumbling :
Nil
25.5
Swell MC Before(%):
30.3
3.7
Swell MC After(%) :
33.8
PP Before (kPa):
490
PP After (kPa):
290
1.86
0.6
2.2
APPROVED SIGNATORY
This document is issued in accordance with NATA's accreditation
requirements. 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.
FORM NUMBER
RP106-2
Simon Richards
NATA Accred No:15689
Shrink Swell Index Report
Client:
McCloy Group Pty Ltd
Client Address:
PO Box 2214 Dangar NSW 2309
Report Number:
GS/1355 - 24
Job Number:
GS/1355
Report Date:
Project:
Provision of Testing Services
Order Number:
Location
Northlakes Estate Stage 27B , Cameron Park
Test Method :
Lab No:
13/473
Sample Location
Date Sampled:
17/01/2013
Bore No TB007
Date Tested:
4/02/2013
Sample type D
Sampled By:
Dimce Stojanovski
Sample Depth 0.70-0.90m
Sample Method:
AS1289.1.2.1 c6.5.3 Power Auger
Material Source:
Insitu
For Use As:
-
Lot Number:
-
Remarks:
Remoulded at field moisture content.
Item Number :
-
Page 1 of 1
8/02/2013
AS1289.7.1.1
Page 1 of 1
Shrinkage Moisture Content (%) :
Shrinkage (%) :
Unit Weight (t/m³) :
Swell (%) :
Shrink Swell Index (Iss %):
15.6
Swell MC Before(%):
16.1
2.6
Swell MC After(%) :
17.5
PP Before (kPa):
560
PP After (kPa):
320
2.06
0.0
1.4
Visual Classification :
Gravelly Sandy CLAY, grey brown orange.
Inert Material Estimate(%):
10
Cracking :
Nil
Crumbling :
Nil
APPROVED SIGNATORY
This document is issued in accordance with NATA's accreditation
requirements. 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.
FORM NUMBER
RP106-2
Simon Richards
NATA Accred No:15689
Shrink Swell Index Report
Client:
McCloy Group Pty Ltd
Client Address:
PO Box 2214 Dangar NSW 2309
Report Number:
GS/1355 - 25
Job Number:
GS/1355
Report Date:
Project:
Provision of Testing Services
Order Number:
Location
Northlakes Estate Stage 27B , Cameron Park
Test Method :
Lab No:
13/474
Sample Location
Date Sampled:
17/01/2013
Bore No TB008
Date Tested:
4/02/2013
Sample type D
Sampled By:
Dimce Stojanovski
Sample Depth 1.20-1.30m
Sample Method:
AS1289.1.2.1 c6.5.3 Power Auger
Material Source:
Insitu
For Use As:
-
Lot Number:
-
Remarks:
Remoulded at field moisture content.
Item Number :
-
Page 1 of 1
8/02/2013
AS1289.7.1.1
Page 1 of 1
Shrinkage Moisture Content (%) :
Shrinkage (%) :
Unit Weight (t/m³) :
Swell (%) :
Shrink Swell Index (Iss %):
Visual Classification :
Silty CLAY, dark grey brown.
Inert Material Estimate(%):
1
Cracking :
Moderate
Crumbling :
Nil
27.2
Swell MC Before(%):
29.3
4.3
Swell MC After(%) :
32.6
PP Before (kPa):
410
PP After (kPa):
240
1.82
1.7
2.9
APPROVED SIGNATORY
This document is issued in accordance with NATA's accreditation
requirements. 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.
FORM NUMBER
RP106-2
Simon Richards
NATA Accred No:15689
Shrink Swell Index Report
Client:
McCloy Group Pty Ltd
Client Address:
PO Box 2214 Dangar NSW 2309
Report Number:
GS/1355 - 26
Job Number:
GS/1355
Report Date:
Project:
Provision of Testing Services
Order Number:
Location
Northlakes Estate Stage 27B , Cameron Park
Test Method :
Lab No:
13/475
Sample Location
Date Sampled:
17/01/2013
Bore No TB010
Date Tested:
4/02/2013
Sample type D
Sampled By:
Dimce Stojanovski
Sample Depth 0.30-0.60m
Sample Method:
AS1289.1.2.1 c6.5.3 Power Auger
Material Source:
Insitu
For Use As:
-
Lot Number:
-
Remarks:
Remoulded at field moisture content.
Item Number :
-
Page 1 of 1
8/02/2013
AS1289.7.1.1
Page 1 of 1
Shrinkage Moisture Content (%) :
Shrinkage (%) :
Unit Weight (t/m³) :
Swell (%) :
Shrink Swell Index (Iss %):
Visual Classification :
Sandy CLAY, grey brown.
Inert Material Estimate(%):
1
Cracking :
Moderate
Crumbling :
Nil
23.7
Swell MC Before(%):
24.2
5.0
Swell MC After(%) :
24.6
PP Before (kPa):
240
PP After (kPa):
260
1.99
0.0
2.8
APPROVED SIGNATORY
This document is issued in accordance with NATA's accreditation
requirements. 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.
FORM NUMBER
RP106-2
Simon Richards
NATA Accred No:15689
Appendix D
Compaction Reports
Nuclear Hilf Density Ratio Report
Client :
Daracon Group
Report Number:
GS/1355 - 1
Client Address:
P.O Box 299 Wallsend NSW 2287
Report Date:
13/06/2012
Job Number :
GS/1355
Folder Number:
Project :
Provision of Testing Services
Test Method:
Location :
Northlakes Stage 27 , Cameron Park
Lab No :
12/4135
12/4136
12/4137
ID No :
1
2
3
Lot No :
-
-
-
Sampling Method :
AS1289.1.2.1 c6.4 (b) EW AS1289.1.2.1 c6.4 (b) EW AS1289.1.2.1 c6.4 (b) EW
Date Sampled :
31/5/2012
31/5/2012
31/5/2012
Date Tested :
31/5/2012
31/5/2012
31/5/2012
On Site
On Site
On Site
Material Source :
For Use As :
Sample Location :
Lot Fill
Lot Fill
Lot Fill
Lot #2719
Lot #2719
Lot #2719
E-369819.2
E-369818.6
E-369823.1
N-6359017.8
N-6359017.8
N-6359016.2
R.L 48.9
R.L 48.6
R.L 49.2
Test Depth/Layer (mm) :
300 / 300
300 / 300
300 / 300
Max Size (mm) :
19
19
19
Percent Oversize (%):
3.2
6.1
4.0
Field Wet Density (t/m³) :
2.06
2.02
2.07
Field Moisture Cont (%) :
22.0
19.3
17.6
PCWD (t/m³) :
AS1289 5.7.1 & 5.8.1
Page 1 of 1
2.04*
2.09*
2.08*
Maximum Converted Dry
Density (t/m³) :
1.69
1.69
1.76
Optimum Moisture Content
(%) :
21.0
18.5
17.0
Apparent OMC (%) :
-1.0
-0.5
-0.4
Compactive Effort :
Standard
Standard
Standard
Relative Compaction (%) :
101.0
97.0
99.5
104.8 / 85-115%
104.3 / 85-115%
103.5 / 85-115%
1% (wet)
0.5% (wet)
0.5% (wet)
Moisture Ratio / Spec :
Moisture Variation (%) :
Remarks:
* - Denotes adjusted for oversize
Lab Number:
Soil Description
12/4135
Gravelly Sandy CLAY, brown.
12/4136
Gravelly Sandy CLAY, brown.
12/4137
Sandy Gravelly CLAY, brown.
APPROVED SIGNATORY
This document is issued in accordance with NATA's
accreditation requirements. 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.
Simon Richards
NATA Accred No:15689
FORM NUMBER
RP65-10
Nuclear Hilf Density Ratio Report
Client :
Daracon Group
Report Number:
GS/1355 - 2
Client Address:
P.O Box 299 Wallsend NSW 2287
Report Date:
13/06/2012
Job Number :
GS/1355
Folder Number:
Project :
Provision of Testing Services
Test Method:
Location :
Northlakes Stage 27 , Cameron Park
Lab No :
12/4138
12/4139
12/4140
ID No :
4
5
6
Lot No :
-
-
-
Sampling Method :
AS1289.1.2.1 c6.4 (b) EW AS1289.1.2.1 c6.4 (b) EW AS1289.1.2.1 c6.4 (b) EW
Date Sampled :
31/5/2012
31/5/2012
31/5/2012
Date Tested :
31/5/2012
31/5/2012
31/5/2012
On Site
On Site
On Site
Material Source :
For Use As :
Sample Location :
Lot Fill
Lot Fill
Lot Fill
Lot #2718
Lot #2718
Lot #2718
E-369805.5
E-369804.2
E-369807.6
N-6359029.1
N-6359028.1
N-6359028.2
R.L 48.0
R.L 48.3
R.L 48.6
Test Depth/Layer (mm) :
300 / 300
300 / 300
300 / 300
Max Size (mm) :
19
19
19
Percent Oversize (%):
4.7
6.9
7.8
Field Wet Density (t/m³) :
2.01
2.00
2.09
Field Moisture Cont (%) :
22.9
17.9
15.6
PCWD (t/m³) :
AS1289 5.7.1 & 5.8.1
Page 1 of 1
2.07*
2.09*
2.12*
Maximum Converted Dry
Density (t/m³) :
1.64
1.70
1.81
Optimum Moisture Content
(%) :
20.0
16.5
15.5
Apparent OMC (%) :
-2.9
-1.3
0.0
Standard
Standard
Standard
97.0
96.0
98.5
114.5 / 85-115%
108.5 / 85-115%
100.6 / 85-115%
3% (wet)
1.5% (wet)
0% (dry)
Compactive Effort :
Relative Compaction (%) :
Moisture Ratio / Spec :
Moisture Variation (%) :
Remarks:
* - Denotes adjusted for oversize
Lab Number:
Soil Description
12/4138
Sandy Gravelly CLAY, brown.
12/4139
Sandy Gravelly CLAY, brown.
12/4140
Sandy Gravelly CLAY, brown.
APPROVED SIGNATORY
This document is issued in accordance with NATA's
accreditation requirements. 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.
Simon Richards
NATA Accred No:15689
FORM NUMBER
RP65-10
Nuclear Hilf Density Ratio Report
Client :
Daracon Group
Report Number:
GS/1355 - 3
Client Address:
P.O Box 299 Wallsend NSW 2287
Report Date:
22/06/2012
Job Number :
GS/1355
Folder Number:
Project :
Provision of Testing Services
Test Method:
Location :
Northlakes Stage 27 & 28 , Cameron Park
Lab No :
12/4365
12/4366
ID No :
7
8
Lot No :
-
-
Sampling Method :
AS1289.1.2.1 c6.4 (b) EW AS1289.1.2.1 c6.4 (b) EW
Date Sampled :
20/6/2012
20/6/2012
Date Tested :
20/6/2012
20/6/2012
On Site
On Site
Material Source :
For Use As :
Sample Location :
General Fill
General Fill
Gully Stage 27B
Gully Stage 27B
E-369762.0
E-369760.7
N-6359069.0
N-6359069.2
R.L 44.76 Layer 1
R.L 45.15 Layer 2
Test Depth/Layer (mm) :
300 / 300
300 / 300
Max Size (mm) :
19
19
Percent Oversize (%):
0.6
19.1
Field Wet Density (t/m³) :
2.07
2.08
Field Moisture Cont (%) :
16.1
15.2
PCWD (t/m³) :
2.12*
2.16*
Maximum Converted Dry
Density (t/m³) :
1.78
1.81
Optimum Moisture Content
(%) :
16.0
15.0
Apparent OMC (%) :
-0.1
-0.3
Standard
Standard
97.5
96.5
100.6 / 85-115%
101.3 / 85-115%
0% (wet)
0.5% (wet)
Compactive Effort :
Relative Compaction (%) :
Moisture Ratio / Spec :
Moisture Variation (%) :
AS1289 5.7.1 & 5.8.1
Page 1 of 1
Remarks:
* - Denotes adjusted for oversize
Lab Number:
Soil Description
12/4365
Sandy Gravelly CLAY, brown.
12/4366
Sandy Gravelly CLAY, brown.
APPROVED SIGNATORY
This document is issued in accordance with NATA's
accreditation requirements. 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.
Simon Richards
NATA Accred No:15689
FORM NUMBER
RP65-10
Nuclear Hilf Density Ratio Report
Client :
Daracon Group
Report Number:
GS/1355 - 4
Client Address:
P.O Box 299 Wallsend NSW 2287
Report Date:
22/06/2012
Job Number :
GS/1355
Folder Number:
Project :
Provision of Testing Services
Test Method:
Location :
Northlakes Stage 27 & 28 , Cameron Park
AS1289 5.7.1 & 5.8.1
Page 1 of 1
Lab No :
12/4367
12/4368
12/4369
12/4370
ID No :
9
10
11
12
Lot No :
-
-
-
-
Sampling Method :
AS1289.1.2.1 c6.4 (b) EW AS1289.1.2.1 c6.4 (b) EW AS1289.1.2.1 c6.4 (b) EW AS1289.1.2.1 c6.4 (b) EW
Date Sampled :
20/6/2012
20/6/2012
20/6/2012
20/6/2012
Date Tested :
20/6/2012
20/6/2012
20/6/2012
20/6/2012
On Site
On Site
On Site
On Site
Material Source :
For Use As :
Sample Location :
General Fill
General Fill
General Fill
General Fill
Gully Stage 27B
Gully Stage 27B
Gully Stage 27B
Gully Stage 27B
E-369740.5
E-369758.0
E-369761.6
E-369746.5
N-6359004.5
N-6359046.0
N-6359034.7
N-6359037.5
R.L 41.8 Layer 3
R.L 41.4 Layer 3
R.L 44.2 Layer 4
R.L 44.0 Layer 4
Test Depth/Layer (mm) :
300 / 300
300 / 300
300 / 300
300 / 300
19
19
19
19
Percent Oversize (%):
12.1
5.2
9.9
12.2
Field Wet Density (t/m³) :
2.13
2.15
2.14
2.11
Field Moisture Cont (%) :
18.3
17.5
17.1
19.4
Max Size (mm) :
PCWD (t/m³) :
2.09*
2.07*
2.14*
2.09*
Maximum Converted Dry
Density (t/m³) :
1.80
1.83
1.83
1.77
Optimum Moisture Content
(%) :
17.5
17.0
17.0
18.5
Apparent OMC (%) :
-0.8
-0.4
-0.1
-0.6
Compactive Effort :
Standard
Standard
Standard
Standard
Relative Compaction (%) :
102.0
103.5
100.0
101.0
104.6 / 85-115%
102.9 / 85-115%
100.6 / 85-115%
104.9 / 85-115%
1% (wet)
0.5% (wet)
0% (wet)
0.5% (wet)
Moisture Ratio / Spec :
Moisture Variation (%) :
Remarks:
* - Denotes adjusted for oversize
Lab Number:
Soil Description
12/4367
Sandy Gravelly CLAY, brown.
12/4368
Sandy Gravelly CLAY, brown.
12/4369
Sandy Gravelly CLAY, brown.
12/4370
Sandy Gravelly CLAY, brown.
APPROVED SIGNATORY
This document is issued in accordance with NATA's
accreditation requirements. 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.
Simon Richards
NATA Accred No:15689
FORM NUMBER
RP65-10
Nuclear Hilf Density Ratio Report
Client :
Daracon Group
Report Number:
GS/1355 - 5
Client Address:
P.O Box 299 Wallsend NSW 2287
Report Date:
28/06/2012
Job Number :
GS/1355
Folder Number:
Project :
Provision of Testing Services
Test Method:
Location :
Northlakes Stage 27 & 28 , Cameron Park
AS1289 5.7.1 & 5.8.1
Page 1 of 1
Lab No :
12/4396
12/4397
12/4398
12/4399
ID No :
13
14
15
16
Lot No :
-
-
-
-
Sampling Method :
AS1289.1.2.1 c6.4 (b) EW AS1289.1.2.1 c6.4 (b) EW AS1289.1.2.1 c6.4 (b) EW AS1289.1.2.1 c6.4 (b) EW
Date Sampled :
21/6/2012
21/6/2012
21/6/2012
21/6/2012
Date Tested :
21/6/2012
21/6/2012
21/6/2012
21/6/2012
On Site
On Site
On Site
On Site
Material Source :
For Use As :
General Fill
Sample Location :
Test Depth/Layer (mm) :
General Fill
General Fill
General Fill
Gully
Gully
Gully
Gully
E-369760.0
E-369767.0
E-369756.0
E-369770.5
N-6359046.0
N-6359067.0
N-6359047.0
N-6359065.0
R.L 45.2 Layer 6
R.L 46.1 Layer 6
R.L 45.6 Layer 7
R.L 46.2 Layer 7
300 / 300
300 / 300
300 / 300
300 / 300
Max Size (mm) :
19
19
19
19
Percent Oversize (%):
7.9
6.7
4.2
7.3
Field Wet Density (t/m³) :
2.15
2.14
2.15
2.12
Field Moisture Cont (%) :
19.7
16.9
15.9
15.2
PCWD (t/m³) :
2.12*
2.14*
2.10*
2.14*
Maximum Converted Dry
Density (t/m³) :
1.80
1.83
1.86
1.84
Optimum Moisture Content
(%) :
17.5
15.5
15.0
15.0
Apparent OMC (%) :
-2.0
-1.4
-1.0
-0.1
Compactive Effort :
Standard
Standard
Standard
Standard
Relative Compaction (%) :
101.5
99.5
102.0
99.0
112.6 / 85-115%
109.0 / 85-115%
106.0 / 85-115%
101.3 / 85-115%
2% (wet)
1.5% (wet)
1% (wet)
0% (wet)
Moisture Ratio / Spec :
Moisture Variation (%) :
Remarks:
* - Denotes adjusted for oversize
Lab Number:
Soil Description
12/4396
Sandy Gravelly CLAY, brown
12/4397
Sandy Gravelly CLAY, brown
12/4398
Sandy Gravelly CLAY, brown
12/4399
Sandy Gravelly CLAY, brown
APPROVED SIGNATORY
This document is issued in accordance with NATA's
accreditation requirements. 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.
Joseph Stallard
NATA Accred No:15689
FORM NUMBER
RP65-10
Nuclear Hilf Density Ratio Report
Client :
Daracon Group
Report Number:
GS/1355 - 6
Client Address:
P.O Box 299 Wallsend NSW 2287
Report Date:
28/06/2012
Job Number :
GS/1355
Folder Number:
Project :
Provision of Testing Services
Test Method:
Location :
Northlakes Stage 27 & 28 , Cameron Park
Page 1 of 1
Lab No :
12/4400
12/4401
ID No :
17
18
Lot No :
-
-
Sampling Method :
AS1289.1.2.1 c6.4 (b) EW AS1289.1.2.1 c6.4 (b) EW
Date Sampled :
21/6/2012
21/6/2012
Date Tested :
21/6/2012
21/6/2012
On Site
On Site
Material Source :
For Use As :
General Fill
Sample Location :
Test Depth/Layer (mm) :
General Fill
Gully
Gully
E-369764.0
E-369763.0
N-6359071.0
N-6359044.0
R.L 45.8 Layer 5
R.L 44.9 Layer 5
300 / 300
300 / 300
Max Size (mm) :
19
19
Percent Oversize (%):
4.9
7.9
Field Wet Density (t/m³) :
2.09
2.06
Field Moisture Cont (%) :
19.3
16.8
PCWD (t/m³) :
2.10*
2.13*
Maximum Converted Dry
Density (t/m³) :
1.75
1.76
Optimum Moisture Content
(%) :
17.5
15.5
Apparent OMC (%) :
Compactive Effort :
Relative Compaction (%) :
Moisture Ratio / Spec :
Moisture Variation (%) :
AS1289 5.7.1 & 5.8.1
-1.8
-1.2
Standard
Standard
99.5
96.5
110.3 / 85-115%
108.4 / 85-115%
2% (wet)
1% (wet)
Remarks:
* - Denotes adjusted for oversize
Lab Number:
Soil Description
12/4400
Sandy Gravelly CLAY, brown
12/4401
Sandy Gravelly CLAY, brown
APPROVED SIGNATORY
This document is issued in accordance with NATA's
accreditation requirements. 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.
Joseph Stallard
NATA Accred No:15689
FORM NUMBER
RP65-10
Nuclear Hilf Density Ratio Report
Client :
Daracon Group
Report Number:
GS/1355 - 7
Client Address:
P.O Box 299 Wallsend NSW 2287
Report Date:
28/06/2012
Job Number :
GS/1355
Folder Number:
Project :
Provision of Testing Services
Test Method:
Location :
Northlakes Stage 27 & 28 , Cameron Park
AS1289 5.7.1 & 5.8.1
Page 1 of 1
Lab No :
12/4449
12/4450
12/4451
12/4452
ID No :
19
20
21
22
Lot No :
-
-
-
-
Sampling Method :
AS1289.1.2.1 c6.4 (b) EW AS1289.1.2.1 c6.4 (b) EW AS1289.1.2.1 c6.4 (b) EW AS1289.1.2.1 c6.4 (b) EW
Date Sampled :
22/6/2012
22/6/2012
22/6/2012
22/6/2012
Date Tested :
22/6/2012
22/6/2012
22/6/2012
22/6/2012
On Site
On Site
On Site
On Site
Material Source :
For Use As :
General Fill
Sample Location :
Test Depth/Layer (mm) :
General Fill
General Fill
General Fill
Gully
Gully
Gully
Gully
E-369755.9
E-369767.6
E-369760.1
E-369759.8
N-6359066.5
N-6359051.8
N-6359068.1
N-6359054.2
R.L 46.3 Layer 8
R.L 45.9 Layer 8
R.L 46.6 Layer 9
R.L 46.3 Layer 9
300 / 300
300 / 300
300 / 300
300 / 300
Max Size (mm) :
19
19
19
19
Percent Oversize (%):
9.9
9.4
10.7
12.4
Field Wet Density (t/m³) :
2.17
2.10
2.17
2.14
Field Moisture Cont (%) :
15.4
16.7
16.2
16.3
PCWD (t/m³) :
2.17*
2.13*
2.10*
2.16*
Maximum Converted Dry
Density (t/m³) :
1.88
1.80
1.87
1.84
Optimum Moisture Content
(%) :
14.0
17.0
16.0
14.5
Apparent OMC (%) :
-1.3
0.4
-0.1
-1.8
Compactive Effort :
Standard
Standard
Standard
Standard
Relative Compaction (%) :
100.0
98.5
103.5
99.0
110.0 / 85-115%
98.2 / 85-115%
101.3 / 85-115%
112.4 / 85-115%
1.5% (wet)
0.5% (dry)
0% (wet)
2% (wet)
Moisture Ratio / Spec :
Moisture Variation (%) :
Remarks:
* - Denotes adjusted for oversize
Lab Number:
Soil Description
12/4449
Sandy Gravelly CLAY, brown
12/4450
Sandy Gravelly CLAY, brown
12/4451
Sandy Gravelly CLAY, brown
12/4452
Sandy Gravelly CLAY, brown
APPROVED SIGNATORY
This document is issued in accordance with NATA's
accreditation requirements. 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.
Joseph Stallard
NATA Accred No:15689
FORM NUMBER
RP65-10
Nuclear Hilf Density Ratio Report
Client :
Daracon Group
Report Number:
GS/1355 - 8
Client Address:
P.O Box 299 Wallsend NSW 2287
Report Date:
28/06/2012
Job Number :
GS/1355
Folder Number:
Project :
Provision of Testing Services
Test Method:
Location :
Northlakes Stage 27 & 28 , Cameron Park
Page 1 of 1
Lab No :
12/4453
12/4454
12/4455
ID No :
23
24
25
Lot No :
-
-
-
Sampling Method :
AS1289.1.2.1 c6.4 (b) EW AS1289.1.2.1 c6.4 (b) EW AS1289.1.2.1 c6.4 (b) EW
Date Sampled :
22/6/2012
22/6/2012
22/6/2012
Date Tested :
22/6/2012
22/6/2012
22/6/2012
On Site
On Site
On Site
Material Source :
For Use As :
General Fill
Sample Location :
Test Depth/Layer (mm) :
General Fill
General Fill
Road 44A Batter
Road 44A Batter
Road 44A Batter
E-369901.6
E-369902.7
E-369904.0
N-6359084.6
N-6359086.3
N-6359088.1
R.L 60.8 Layer 1
R.L 61.1 Layer 2
R.L 61.4 Layer 3
300 / 300
300 / 300
300 / 300
19
19
19
Percent Oversize (%):
16.3
4.6
5.0
Field Wet Density (t/m³) :
2.13
2.07
2.08
Field Moisture Cont (%) :
16.2
18.1
17.1
Max Size (mm) :
PCWD (t/m³) :
2.17*
2.15*
2.07*
Maximum Converted Dry
Density (t/m³) :
1.83
1.75
1.78
Optimum Moisture Content
(%) :
14.5
16.0
17.0
Apparent OMC (%) :
Compactive Effort :
Relative Compaction (%) :
Moisture Ratio / Spec :
Moisture Variation (%) :
AS1289 5.7.1 & 5.8.1
-1.7
-2.1
-0.1
Standard
Standard
Standard
98.5
96.5
100.5
111.7 / 85-115%
113.1 / 85-115%
100.6 / 85-115%
1.5% (wet)
2% (wet)
0% (wet)
Remarks:
* - Denotes adjusted for oversize
Lab Number:
Soil Description
12/4453
Sandy Gravelly CLAY, brown
12/4454
Sandy Gravelly CLAY, brown
12/4455
Sandy Gravelly CLAY, brown
APPROVED SIGNATORY
This document is issued in accordance with NATA's
accreditation requirements. 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.
Joseph Stallard
NATA Accred No:15689
FORM NUMBER
RP65-10
Nuclear Hilf Density Ratio Report
Client :
Daracon Group
Report Number:
GS/1355 - 9
Client Address:
P.O Box 299 Wallsend NSW 2287
Report Date:
13/09/2012
Job Number :
GS/1355
Folder Number:
Project :
Provision of Testing Services
Test Method:
Location :
Northlakes Stage 27 & 28 , Cameron Park
Lab No :
12/5990
ID No :
26
Lot No :
-
Sampling Method :
AS1289.1.2.1 c6.4 (b) EW
Date Sampled :
16/8/2012
Date Tested :
16/8/2012
Material Source :
Insitu
Subgrade
For Use As :
Sample Location :
AS1289 5.7.1 & 5.8.1
Page 1 of 1
Artemesia Avenue
CH 115m
2m right of C/L
Subgrade
Test Depth/Layer (mm) :
300 / 300
Max Size (mm) :
19
Percent Oversize (%):
0.0
Field Wet Density (t/m³) :
2.10
Field Moisture Cont (%) :
13.9
PCWD (t/m³) :
2.04
Maximum Converted Dry
Density (t/m³) :
1.84
Optimum Moisture Content
(%) :
15.0
Apparent OMC (%) :
1.4
Compactive Effort :
Standard
Relative Compaction (%) :
103.0
Moisture Ratio / Spec :
Moisture Variation (%) :
92.7 / Non Specified
1.5% (dry)
Remarks:
Lab Number:
Soil Description
12/5990
Sandy CLAY, pale brown.
APPROVED SIGNATORY
This document is issued in accordance with NATA's
accreditation requirements. 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.
Simon Richards
NATA Accred No:15689
FORM NUMBER
RP65-10
Nuclear Hilf Density Ratio Report
Client :
Daracon Group
Report Number:
GS/1355 - 10
Client Address:
P.O Box 299 Wallsend NSW 2287
Report Date:
13/09/2012
Job Number :
GS/1355
Folder Number:
Project :
Provision of Testing Services
Test Method:
Location :
Northlakes Stage 27 & 28 , Cameron Park
Lab No :
12/6022
ID No :
27
Lot No :
-
Sampling Method :
AS1289.1.2.1 c 6.4 (b) P
Date Sampled :
20/8/2012
Date Tested :
20/8/2012
Material Source :
Buttai
Subbase
For Use As :
Sample Location :
AS1289 5.7.1 & 5.8.1
Page 1 of 1
Artemesia Avenue
CH 115m
1m left of C/L
Subbase
Test Depth/Layer (mm) :
250 / 260
Max Size (mm) :
19
Percent Oversize (%):
2.8
Field Wet Density (t/m³) :
2.28
Field Moisture Cont (%) :
5.6
PCWD (t/m³) :
Maximum Converted Dry
Density (t/m³) :
2.24*
2.16
Optimum Moisture Content
(%) :
8.5
Apparent OMC (%) :
3.0
Compactive Effort :
Relative Compaction (%) :
Moisture Ratio / Spec :
Moisture Variation (%) :
Modified
102.0
65.9 / Non Specified
3% (dry)
Remarks:
* - Denotes adjusted for oversize
Lab Number:
Soil Description
12/6022
Sandy GRAVEL, brown.
APPROVED SIGNATORY
This document is issued in accordance with NATA's
accreditation requirements. 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.
Simon Richards
NATA Accred No:15689
FORM NUMBER
RP65-10
Nuclear Hilf Density Ratio Report
Client :
Daracon Group
Report Number:
GS/1355 - 11
Client Address:
P.O Box 299 Wallsend NSW 2287
Report Date:
13/09/2012
Job Number :
GS/1355
Folder Number:
Project :
Provision of Testing Services
Test Method:
Location :
Northlakes Stage 27 & 28 , Cameron Park
Lab No :
12/6080
12/6081
ID No :
28
29
Lot No :
-
-
Sampling Method :
AS1289.1.2.1 c6.4 (b) EW AS1289.1.2.1 c6.4 (b) EW
Date Sampled :
22/8/2012
22/8/2012
Date Tested :
22/8/2012
22/8/2012
Site Won
Site Won
lot fill
lot fill
Material Source :
For Use As :
Sample Location :
Lot 2836
Lot 2836
E: 369766.1
E: 369765.0
N: 6359045.2
N: 6359044.6
RL: 46.4m
RL: 46.6m
Test Depth/Layer (mm) :
300 / 300
300 / 300
19
19
Percent Oversize (%):
13.6
17.7
Field Wet Density (t/m³) :
2.11
2.26
Field Moisture Cont (%) :
16.9
12.5
Max Size (mm) :
PCWD (t/m³) :
2.11*
2.16*
Maximum Converted Dry
Density (t/m³) :
1.80
2.01
Optimum Moisture Content
(%) :
16.0
13.0
Apparent OMC (%) :
-0.7
0.4
Compactive Effort :
Standard
Standard
Relative Compaction (%) :
100.0
104.5
105.6 / 85-115%
96.2 / 85-115%
0.5% (wet)
0.5% (dry)
Moisture Ratio / Spec :
Moisture Variation (%) :
AS1289 5.7.1 & 5.8.1
Page 1 of 1
Remarks:
* - Denotes adjusted for oversize
Lab Number:
Soil Description
12/6080
Sandy Gravelly CLAY, brown.
12/6081
Sandy Gravelly CLAY, brown.
APPROVED SIGNATORY
This document is issued in accordance with NATA's
accreditation requirements. 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.
Simon Richards
NATA Accred No:15689
FORM NUMBER
RP65-10
Nuclear Hilf Density Ratio Report
Client :
Daracon Group
Report Number:
GS/1355 - 12
Client Address:
P.O Box 299 Wallsend NSW 2287
Report Date:
13/09/2012
Job Number :
GS/1355
Folder Number:
Project :
Provision of Testing Services
Test Method:
Location :
Northlakes Stage 27 & 28 , Cameron Park
Lab No :
12/6082
12/6083
ID No :
30
31
Lot No :
-
-
Sampling Method :
AS1289.1.2.1 c6.4 (b) EW AS1289.1.2.1 c6.4 (b) EW
Date Sampled :
22/8/2012
22/8/2012
Date Tested :
22/8/2012
22/8/2012
Site Won
Site Won
General Fill
General Fill
Material Source :
For Use As :
Sample Location :
E: 369774.6
E: 369775.9
N: 6359082.8
N: 6359084.8
RL: 48.78m
RL: 49.1m
Test Depth/Layer (mm) :
300 / 300
300 / 300
Max Size (mm) :
19
19
Percent Oversize (%):
9.5
9.2
Field Wet Density (t/m³) :
2.15
2.16
Field Moisture Cont (%) :
14.8
13.9
PCWD (t/m³) :
2.13*
2.17*
Maximum Converted Dry
Density (t/m³) :
1.87
1.90
Optimum Moisture Content
(%) :
13.5
13.0
Apparent OMC (%) :
-1.3
-0.9
Compactive Effort :
Standard
Standard
Relative Compaction (%) :
101.0
99.5
109.6 / 85-115%
106.9 / 85-115%
1.5% (wet)
1% (wet)
Moisture Ratio / Spec :
Moisture Variation (%) :
AS1289 5.7.1 & 5.8.1
Page 1 of 1
Remarks:
* - Denotes adjusted for oversize
Lab Number:
Soil Description
12/6082
Sandy CLAY trace Gravel, brown.
12/6083
Gravelly Sandy CLAY, brown.
APPROVED SIGNATORY
This document is issued in accordance with NATA's
accreditation requirements. 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.
Simon Richards
NATA Accred No:15689
FORM NUMBER
RP65-10
Nuclear Hilf Density Ratio Report
Client :
Daracon Group
Report Number:
GS/1355 - 13
Client Address:
P.O Box 299 Wallsend NSW 2287
Report Date:
13/09/2012
Job Number :
GS/1355
Folder Number:
Project :
Provision of Testing Services
Test Method:
Location :
Northlakes Stage 27 & 28 , Cameron Park
Lab No :
12/6147
12/6148
ID No :
32
33
Lot No :
-
-
AS1289.1.2.1 c 6.4 (b) P
AS1289.1.2.1 c 6.4 (b) P
Date Sampled :
23/8/2012
23/8/2012
Date Tested :
23/8/2012
23/8/2012
Buttai
Buttai
Kerb Track
Kerb Track
Sampling Method :
Material Source :
For Use As :
Sample Location :
Blackwood Circuit (LHS)
Blackwood Circuit (RHS)
CH 850m
CH 850m
0.5m from kerb
0.5m from kerb
Subbase
Subbase
Test Depth/Layer (mm) :
275 / 300
275 / 300
Max Size (mm) :
19
19
Percent Oversize (%):
2.4
3.4
Field Wet Density (t/m³) :
2.29
2.33
Field Moisture Cont (%) :
8.1
10.6
2.31*
2.29*
PCWD (t/m³) :
Maximum Converted Dry
Density (t/m³) :
2.12
2.11
Optimum Moisture Content
(%) :
8.0
10.5
Apparent OMC (%) :
0.0
-0.2
Compactive Effort :
Modified
Modified
Relative Compaction (%) :
99.0
101.5
101.3 / Non Specified
101.0 / Non Specified
0% (dry)
0% (wet)
Moisture Ratio / Spec :
Moisture Variation (%) :
AS1289 5.7.1 & 5.8.1
Page 1 of 1
Remarks:
* - Denotes adjusted for oversize
Lab Number:
Soil Description
12/6147
Sandy GRAVEL, brown.
12/6148
Sandy GRAVEL, brown.
APPROVED SIGNATORY
This document is issued in accordance with NATA's
accreditation requirements. 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.
Simon Richards
NATA Accred No:15689
FORM NUMBER
RP65-10
Nuclear Hilf Density Ratio Report
Client :
Daracon Group
Report Number:
GS/1355 - 14
Client Address:
P.O Box 299 Wallsend NSW 2287
Report Date:
13/09/2012
Job Number :
GS/1355
Folder Number:
Project :
Provision of Testing Services
Test Method:
Location :
Northlakes Stage 27 & 28 , Cameron Park
Lab No :
12/6149
12/6150
ID No :
34
35
Lot No :
-
-
Sampling Method :
AS1289.1.2.1 c6.4 (b) EW AS1289.1.2.1 c6.4 (b) EW
Date Sampled :
23/8/2012
23/8/2012
Date Tested :
23/8/2012
23/8/2012
Site Won
Site Won
lot fill
lot fill
Material Source :
For Use As :
Sample Location :
Lot 2781
Lot 2835
E: 369761.6
E: 369746.9
N: 6359022.9
N: 6359059.5
RL: 44.7m
RL: 47.5m
Test Depth/Layer (mm) :
300 / 300
300 / 300
Max Size (mm) :
19
19
Percent Oversize (%):
1.5
4.8
Field Wet Density (t/m³) :
2.18
2.06
Field Moisture Cont (%) :
13.1
15.3
PCWD (t/m³) :
2.08*
2.05*
Maximum Converted Dry
Density (t/m³) :
1.93
1.79
Optimum Moisture Content
(%) :
14.0
15.5
0.8
0.4
Compactive Effort :
Standard
Standard
Relative Compaction (%) :
104.5
100.5
93.6 / 85-115%
98.7 / 85-115%
1% (dry)
0.5% (dry)
Apparent OMC (%) :
Moisture Ratio / Spec :
Moisture Variation (%) :
AS1289 5.7.1 & 5.8.1
Page 1 of 1
Remarks:
* - Denotes adjusted for oversize
Lab Number:
Soil Description
12/6149
Gravelly Sandy CLAY, brown.
12/6150
Gravelly Sandy CLAY, brown.
APPROVED SIGNATORY
This document is issued in accordance with NATA's
accreditation requirements. 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.
Simon Richards
NATA Accred No:15689
FORM NUMBER
RP65-10
Nuclear Hilf Density Ratio Report
Client :
Daracon Group
Report Number:
GS/1355 - 15
Client Address:
P.O Box 299 Wallsend NSW 2287
Report Date:
13/09/2012
Job Number :
GS/1355
Folder Number:
Project :
Provision of Testing Services
Test Method:
Location :
Northlakes Stage 27 & 28 , Cameron Park
Lab No :
12/6151
12/6152
ID No :
36
37
Lot No :
-
-
AS1289.1.2.1 c 6.4 (b) P
AS1289.1.2.1 c 6.4 (b) P
Date Sampled :
23/8/2012
23/8/2012
Date Tested :
23/8/2012
23/8/2012
Insitu
Insitu
Subgrade
Subgrade
Blackwood Circuit
Blackwood Circuit
CH 880m
CH 840m
1m left of C/L
0.5m right of C/L
Subgrade
Subgrade
Sampling Method :
Material Source :
For Use As :
Sample Location :
Test Depth/Layer (mm) :
300 / 300
300 / 300
19
19
Percent Oversize (%):
18.1
0.8
Field Wet Density (t/m³) :
2.18
2.23
Field Moisture Cont (%) :
12.4
13.7
Max Size (mm) :
PCWD (t/m³) :
2.04*
2.03*
Maximum Converted Dry
Density (t/m³) :
1.94
1.96
Optimum Moisture Content
(%) :
16.5
16.5
3.4
2.6
Compactive Effort :
Standard
Standard
Relative Compaction (%) :
106.5
110.0
75.2 / Non Specified
83.0 / Non Specified
3.5% (dry)
2.5% (dry)
Apparent OMC (%) :
Moisture Ratio / Spec :
Moisture Variation (%) :
AS1289 5.7.1 & 5.8.1
Page 1 of 1
Remarks:
* - Denotes adjusted for oversize
Lab Number:
Soil Description
12/6151
Clayey Gravelly SAND, brown.
12/6152
Sandy CLAY, orange/brown.
APPROVED SIGNATORY
This document is issued in accordance with NATA's
accreditation requirements. 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.
Simon Richards
NATA Accred No:15689
FORM NUMBER
RP65-10
Nuclear Hilf Density Ratio Report
Client :
Daracon Group
Report Number:
GS/1355 - 16
Client Address:
P.O Box 299 Wallsend NSW 2287
Report Date:
13/09/2012
Job Number :
GS/1355
Folder Number:
Project :
Provision of Testing Services
Test Method:
Location :
Northlakes Stage 27 & 28 , Cameron Park
Lab No :
12/6210
ID No :
38
Lot No :
-
Sampling Method :
AS1289.1.2.1 c6.4 (b) EW
Date Sampled :
24/8/2012
Date Tested :
24/8/2012
Material Source :
Site Won
lot fill
For Use As :
Sample Location :
AS1289 5.7.1 & 5.8.1
Page 1 of 1
Lot 2837
E: 369778.151
N: 6359055.458
RL: 48.101m
Test Depth/Layer (mm) :
275 / 300
Max Size (mm) :
19
Percent Oversize (%):
0.0
Field Wet Density (t/m³) :
2.11
Field Moisture Cont (%) :
15.8
PCWD (t/m³) :
2.07
Maximum Converted Dry
Density (t/m³) :
1.82
Optimum Moisture Content
(%) :
16.0
Apparent OMC (%) :
0.3
Compactive Effort :
Standard
Relative Compaction (%) :
102.0
Moisture Ratio / Spec :
Moisture Variation (%) :
98.8 / 85-115%
0.5% (dry)
Remarks:
Lab Number:
Soil Description
12/6210
Sandy Gravelly CLAY, brown.
APPROVED SIGNATORY
This document is issued in accordance with NATA's
accreditation requirements. 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.
Simon Richards
NATA Accred No:15689
FORM NUMBER
RP65-10
Nuclear Hilf Density Ratio Report
Client :
Daracon Group
Report Number:
GS/1355 - 17
Client Address:
P.O Box 299 Wallsend NSW 2287
Report Date:
13/09/2012
Job Number :
GS/1355
Folder Number:
Project :
Provision of Testing Services
Test Method:
Location :
Northlakes Stage 27 & 28 , Cameron Park
Lab No :
12/6211
ID No :
39
Lot No :
-
Sampling Method :
AS1289 5.7.1 & 5.8.1
Page 1 of 1
AS1289.1.2.1 c6.4 (b) EW
Date Sampled :
24/8/2012
Date Tested :
24/8/2012
Material Source :
Site Won
General Fill
For Use As :
Sample Location :
E: 369750.490
N: 6359041.258
RL: 46.436m
Test Depth/Layer (mm) :
275 / 300
Max Size (mm) :
19
Percent Oversize (%):
10.1
Field Wet Density (t/m³) :
2.11
Field Moisture Cont (%) :
16.0
PCWD (t/m³) :
2.05*
Maximum Converted Dry
Density (t/m³) :
1.82
Optimum Moisture Content
(%) :
16.0
Apparent OMC (%) :
0.0
Compactive Effort :
Standard
Relative Compaction (%) :
103.0
Moisture Ratio / Spec :
Moisture Variation (%) :
100.0 / Non Specified
0% (dry)
Remarks:
* - Denotes adjusted for oversize
Lab Number:
Soil Description
12/6211
Sandy Gravelly CLAY, brown.
APPROVED SIGNATORY
This document is issued in accordance with NATA's
accreditation requirements. 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.
Simon Richards
NATA Accred No:15689
FORM NUMBER
RP65-10
Nuclear Hilf Density Ratio Report
Client :
Daracon Group
Report Number:
GS/1355 - 18
Client Address:
P.O Box 299 Wallsend NSW 2287
Report Date:
13/09/2012
Job Number :
GS/1355
Folder Number:
Project :
Provision of Testing Services
Test Method:
Location :
Northlakes Stage 27 & 28 , Cameron Park
Lab No :
12/6284
12/6285
12/6286
ID No :
40
41
42
Lot No :
-
-
-
Sampling Method :
AS1289 5.7.1 & 5.8.1
Page 1 of 1
AS1289.1.2.1 c6.4 (b) EW AS1289.1.2.1 c6.4 (b) EW AS1289.1.2.1 c6.4 (b) EW
Date Sampled :
28/8/2012
28/8/2012
28/8/2012
Date Tested :
28/8/2012
28/8/2012
28/8/2012
Site Won
Site Won
Site Won
lot fill
lot fill
lot fill
Material Source :
For Use As :
Lot 2837
Lot 2835
E:369779.523
E:369774.062
E:369740.204
N:6359108.216
N:6359057.668
N:6359056.181
RL 50.785
RL 48.500
RL 47.186
Sample Location :
Test Depth/Layer (mm) :
300 / 300
300 / 300
300 / 300
Max Size (mm) :
19
19
19
Percent Oversize (%):
0.0
0.0
0.5
Field Wet Density (t/m³) :
2.06
2.05
2.11
Field Moisture Cont (%) :
16.9
16.2
19.0
PCWD (t/m³) :
2.07
2.09
2.06*
Maximum Converted Dry
Density (t/m³) :
1.76
1.76
1.77
Optimum Moisture Content
(%) :
16.5
17.0
18.5
Apparent OMC (%) :
-0.2
0.8
-0.5
Standard
Standard
Standard
99.5
98.5
102.5
102.4 / 85-115%
95.3 / 85-115%
102.7 / 85-115%
0% (wet)
1% (dry)
0.5% (wet)
Compactive Effort :
Relative Compaction (%) :
Moisture Ratio / Spec :
Moisture Variation (%) :
Remarks:
* - Denotes adjusted for oversize
Lab Number:
Soil Description
12/6284
Sandy Gravelly CLAY, brown.
12/6285
Sandy Gravelly CLAY, brown.
12/6286
Sandy CLAY, brown.
APPROVED SIGNATORY
This document is issued in accordance with NATA's
accreditation requirements. 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.
Simon Richards
NATA Accred No:15689
FORM NUMBER
RP65-10
Nuclear Hilf Density Ratio Report
Client :
Daracon Group
Report Number:
GS/1355 - 19
Client Address:
P.O Box 299 Wallsend NSW 2287
Report Date:
13/09/2012
Job Number :
GS/1355
Folder Number:
Project :
Provision of Testing Services
Test Method:
Location :
Northlakes Stage 27 & 28 , Cameron Park
Lab No :
12/6417
12/6418
12/6419
ID No :
43
44
45
Lot No :
-
-
-
Sampling Method :
AS1289.1.2.1 c6.4 (b) EW AS1289.1.2.1 c6.4 (b) EW AS1289.1.2.1 c6.4 (b) EW
Date Sampled :
31/8/2012
31/8/2012
31/8/2012
Date Tested :
31/8/2012
31/8/2012
31/8/2012
Material Source :
On Site
On Site
On Site
For Use As :
Lot Fill
Lot Fill
Lot Fill
N: 6359056.505
N: 6359095.513
N: 6359065.136
E: 369782.302
E: 369783.233
E: 369752.342
RL: 48.881
RL: 50.740
RL: 48.514
Sample Location :
Test Depth/Layer (mm) :
300 / 350
300 / 350
300 / 350
Max Size (mm) :
19
19
19
Percent Oversize (%):
1.6
15.2
4.1
Field Wet Density (t/m³) :
2.09
2.15
2.09
Field Moisture Cont (%) :
14.5
16.1
17.3
PCWD (t/m³) :
AS1289 5.7.1 & 5.8.1
Page 1 of 1
2.13*
2.16*
2.11*
Maximum Converted Dry
Density (t/m³) :
1.83
1.85
1.78
Optimum Moisture Content
(%) :
14.5
16.0
15.5
0.0
-0.2
-1.7
Standard
Standard
Standard
98.0
100.0
99.0
100.0 / 85-115%
100.6 / 85-115%
111.6 / 85-115%
0% (dry)
0% (wet)
1.5% (wet)
Apparent OMC (%) :
Compactive Effort :
Relative Compaction (%) :
Moisture Ratio / Spec :
Moisture Variation (%) :
Remarks:
* - Denotes adjusted for oversize
Lab Number:
Soil Description
12/6417
Gravelly Sandy CLAY, brown.
12/6418
Gravelly Sandy CLAY, brown.
12/6419
Gravelly Sandy CLAY, brown.
APPROVED SIGNATORY
This document is issued in accordance with NATA's
accreditation requirements. 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.
Simon Richards
NATA Accred No:15689
FORM NUMBER
RP65-10
Nuclear Hilf Density Ratio Report
Client :
Daracon Group
Report Number:
GS/1355 - 20
Client Address:
P.O Box 299 Wallsend NSW 2287
Report Date:
13/09/2012
Job Number :
GS/1355
Folder Number:
Project :
Provision of Testing Services
Test Method:
Location :
Northlakes Stage 27 & 28 , Cameron Park
Lab No :
12/6591
12/6592
ID No :
46
47
Lot No :
-
-
Sampling Method :
AS1289.1.2.1 c6.4 (b) EW AS1289.1.2.1 c6.4 (b) EW
Date Sampled :
4/9/2012
4/9/2012
Date Tested :
4/9/2012
4/9/2012
On Site
On Site
General Fill
General Fill
Material Source :
For Use As :
Sample Location :
Blackwood Curcuit Round-about
Blackwood Curcuit
N: 6359086.628
N: 6359085.006
E: 369769.261
E: 369784.118
RL: 50.734
RL: 50.970
Test Depth/Layer (mm) :
275 / 300
275 / 300
Max Size (mm) :
19
19
Percent Oversize (%):
6.4
5.8
Field Wet Density (t/m³) :
2.11
2.10
Field Moisture Cont (%) :
12.8
10.9
PCWD (t/m³) :
2.06*
2.06*
Maximum Converted Dry
Density (t/m³) :
1.87
1.89
Optimum Moisture Content
(%) :
15.0
14.0
2.1
2.8
Compactive Effort :
Standard
Standard
Relative Compaction (%) :
102.5
102.0
85.3 / Non Specified
77.9 / Non Specified
2% (dry)
3% (dry)
Apparent OMC (%) :
Moisture Ratio / Spec :
Moisture Variation (%) :
AS1289 5.7.1 & 5.8.1
Page 1 of 1
Remarks:
* - Denotes adjusted for oversize
Lab Number:
Soil Description
12/6591
Silty Gravelly CLAY, brown.
12/6592
Sandy Gravelly CLAY, brown.
APPROVED SIGNATORY
This document is issued in accordance with NATA's
accreditation requirements. 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.
Simon Richards
NATA Accred No:15689
FORM NUMBER
RP65-10
Nuclear Hilf Density Ratio Report
Client :
Daracon Group
Report Number:
GS/1355 - 21
Client Address:
P.O Box 299 Wallsend NSW 2287
Report Date:
13/09/2012
Job Number :
GS/1355
Folder Number:
Project :
Provision of Testing Services
Test Method:
Location :
Northlakes Stage 27 & 28 , Cameron Park
Lab No :
12/6593
ID No :
48
Lot No :
-
Sampling Method :
AS1289.1.2.1 c6.4 (b) EW
Date Sampled :
4/9/2012
Date Tested :
4/9/2012
Material Source :
On Site
For Use As :
Lot Fill
Sample Location :
AS1289 5.7.1 & 5.8.1
Page 1 of 1
Lot Fill
N: 6359061.459
E: 369785.320
RL: 49.848
Test Depth/Layer (mm) :
275 / 300
Max Size (mm) :
19
Percent Oversize (%):
0.0
Field Wet Density (t/m³) :
2.06
Field Moisture Cont (%) :
14.6
PCWD (t/m³) :
2.04
Maximum Converted Dry
Density (t/m³) :
1.80
Optimum Moisture Content
(%) :
15.0
Apparent OMC (%) :
0.6
Compactive Effort :
Standard
Relative Compaction (%) :
101.0
Moisture Ratio / Spec :
Moisture Variation (%) :
97.3 / 85-115%
0.5% (dry)
Remarks:
Lab Number:
Soil Description
12/6593
Sandy Gravelly CLAY, brown.
APPROVED SIGNATORY
This document is issued in accordance with NATA's
accreditation requirements. 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.
Simon Richards
NATA Accred No:15689
FORM NUMBER
RP65-10
Appendix E
CSIRO Information Sheet BTF 18
Foundation Maintenance
and Footing Performance:
A Homeowner’s Guide
BTF 18
replaces
Information
Sheet 10/91
Buildings can and often do move. This movement can be up, down, lateral or rotational. The fundamental cause
of movement in buildings can usually be related to one or more problems in the foundation soil. It is important for
the homeowner to identify the soil type in order to ascertain the measures that should be put in place in order to
ensure that problems in the foundation soil can be prevented, thus protecting against building movement.
This Building Technology File is designed to identify causes of soil-related building movement, and to suggest
methods of prevention of resultant cracking in buildings.
Soil Types
The types of soils usually present under the topsoil in land zoned for
residential buildings can be split into two approximate groups –
granular and clay. Quite often, foundation soil is a mixture of both
types. The general problems associated with soils having granular
content are usually caused by erosion. Clay soils are subject to
saturation and swell/shrink problems.
Classifications for a given area can generally be obtained by
application to the local authority, but these are sometimes unreliable
and if there is doubt, a geotechnical report should be commissioned.
As most buildings suffering movement problems are founded on clay
soils, there is an emphasis on classification of soils according to the
amount of swell and shrinkage they experience with variations of
water content. The table below is Table 2.1 from AS 2870, the
Residential Slab and Footing Code.
Causes of Movement
Settlement due to construction
There are two types of settlement that occur as a result of
construction:
• Immediate settlement occurs when a building is first placed on its
foundation soil, as a result of compaction of the soil under the
weight of the structure. The cohesive quality of clay soil mitigates
against this, but granular (particularly sandy) soil is susceptible.
• Consolidation settlement is a feature of clay soil and may take
place because of the expulsion of moisture from the soil or because
of the soil’s lack of resistance to local compressive or shear stresses.
This will usually take place during the first few months after
construction, but has been known to take many years in
exceptional cases.
These problems are the province of the builder and should be taken
into consideration as part of the preparation of the site for construction. Building Technology File 19 (BTF 19) deals with these
problems.
Erosion
All soils are prone to erosion, but sandy soil is particularly susceptible
to being washed away. Even clay with a sand component of say 10%
or more can suffer from erosion.
Saturation
This is particularly a problem in clay soils. Saturation creates a boglike suspension of the soil that causes it to lose virtually all of its
bearing capacity. To a lesser degree, sand is affected by saturation
because saturated sand may undergo a reduction in volume –
particularly imported sand fill for bedding and blinding layers.
However, this usually occurs as immediate settlement and should
normally be the province of the builder.
Seasonal swelling and shrinkage of soil
All clays react to the presence of water by slowly absorbing it, making
the soil increase in volume (see table below). The degree of increase
varies considerably between different clays, as does the degree of
decrease during the subsequent drying out caused by fair weather
periods. Because of the low absorption and expulsion rate, this
phenomenon will not usually be noticeable unless there are
prolonged rainy or dry periods, usually of weeks or months,
depending on the land and soil characteristics.
The swelling of soil creates an upward force on the footings of the
building, and shrinkage creates subsidence that takes away the
support needed by the footing to retain equilibrium.
Shear failure
This phenomenon occurs when the foundation soil does not have
sufficient strength to support the weight of the footing. There are
two major post-construction causes:
• Significant load increase.
• Reduction of lateral support of the soil under the footing due to
erosion or excavation.
• In clay soil, shear failure can be caused by saturation of the soil
adjacent to or under the footing.
GENERAL DEFINITIONS OF SITE CLASSES
Class
Foundation
A
Most sand and rock sites with little or no ground movement from moisture changes
S
Slightly reactive clay sites with only slight ground movement from moisture changes
M
Moderately reactive clay or silt sites, which can experience moderate ground movement from moisture changes
H
Highly reactive clay sites, which can experience high ground movement from moisture changes
E
Extremely reactive sites, which can experience extreme ground movement from moisture changes
A to P
P
Filled sites
Sites which include soft soils, such as soft clay or silt or loose sands; landslip; mine subsidence; collapsing soils; soils subject
to erosion; reactive sites subject to abnormal moisture conditions or sites which cannot be classified otherwise
Tree root growth
Trees and shrubs that are allowed to grow in the vicinity of footings
can cause foundation soil movement in two ways:
Trees can cause shrinkage and damage
• Roots that grow under footings may increase in cross-sectional
size, exerting upward pressure on footings.
• Roots in the vicinity of footings will absorb much of the moisture
in the foundation soil, causing shrinkage or subsidence.
Unevenness of Movement
The types of ground movement described above usually occur
unevenly throughout the building’s foundation soil. Settlement due
to construction tends to be uneven because of:
• Differing compaction of foundation soil prior to construction.
• Differing moisture content of foundation soil prior to construction.
Movement due to non-construction causes is usually more uneven
still. Erosion can undermine a footing that traverses the flow or can
create the conditions for shear failure by eroding soil adjacent to a
footing that runs in the same direction as the flow.
Saturation of clay foundation soil may occur where subfloor walls
create a dam that makes water pond. It can also occur wherever there
is a source of water near footings in clay soil. This leads to a severe
reduction in the strength of the soil which may create local shear
failure.
Seasonal swelling and shrinkage of clay soil affects the perimeter of
the building first, then gradually spreads to the interior. The swelling
process will usually begin at the uphill extreme of the building, or on
the weather side where the land is flat. Swelling gradually reaches the
interior soil as absorption continues. Shrinkage usually begins where
the sun’s heat is greatest.
Effects of Uneven Soil Movement on Structures
Erosion and saturation
Erosion removes the support from under footings, tending to create
subsidence of the part of the structure under which it occurs.
Brickwork walls will resist the stress created by this removal of
support by bridging the gap or cantilevering until the bricks or the
mortar bedding fail. Older masonry has little resistance. Evidence of
failure varies according to circumstances and symptoms may include:
• Step cracking in the mortar beds in the body of the wall or
above/below openings such as doors or windows.
• Vertical cracking in the bricks (usually but not necessarily in line
with the vertical beds or perpends).
Isolated piers affected by erosion or saturation of foundations will
eventually lose contact with the bearers they support and may tilt or
fall over. The floors that have lost this support will become bouncy,
sometimes rattling ornaments etc.
Seasonal swelling/shrinkage in clay
Swelling foundation soil due to rainy periods first lifts the most
exposed extremities of the footing system, then the remainder of the
perimeter footings while gradually permeating inside the building
footprint to lift internal footings. This swelling first tends to create a
dish effect, because the external footings are pushed higher than the
internal ones.
The first noticeable symptom may be that the floor appears slightly
dished. This is often accompanied by some doors binding on the
floor or the door head, together with some cracking of cornice
mitres. In buildings with timber flooring supported by bearers and
joists, the floor can be bouncy. Externally there may be visible
dishing of the hip or ridge lines.
As the moisture absorption process completes its journey to the
innermost areas of the building, the internal footings will rise. If the
spread of moisture is roughly even, it may be that the symptoms will
temporarily disappear, but it is more likely that swelling will be
uneven, creating a difference rather than a disappearance in
symptoms. In buildings with timber flooring supported by bearers
and joists, the isolated piers will rise more easily than the strip
footings or piers under walls, creating noticeable doming of flooring.
As the weather pattern changes and the soil begins to dry out, the
external footings will be first affected, beginning with the locations
where the sun’s effect is strongest. This has the effect of lowering the
external footings. The doming is accentuated and cracking reduces
or disappears where it occurred because of dishing, but other cracks
open up. The roof lines may become convex.
Doming and dishing are also affected by weather in other ways. In
areas where warm, wet summers and cooler dry winters prevail,
water migration tends to be toward the interior and doming will be
accentuated, whereas where summers are dry and winters are cold
and wet, migration tends to be toward the exterior and the
underlying propensity is toward dishing.
Movement caused by tree roots
In general, growing roots will exert an upward pressure on footings,
whereas soil subject to drying because of tree or shrub roots will tend
to remove support from under footings by inducing shrinkage.
Complications caused by the structure itself
Most forces that the soil causes to be exerted on structures are
vertical – i.e. either up or down. However, because these forces are
seldom spread evenly around the footings, and because the building
resists uneven movement because of its rigidity, forces are exerted
from one part of the building to another. The net result of all these
forces is usually rotational. This resultant force often complicates the
diagnosis because the visible symptoms do not simply reflect the
original cause. A common symptom is binding of doors on the
vertical member of the frame.
Effects on full masonry structures
Brickwork will resist cracking where it can. It will attempt to span
areas that lose support because of subsided foundations or raised
points. It is therefore usual to see cracking at weak points, such as
openings for windows or doors.
In the event of construction settlement, cracking will usually remain
unchanged after the process of settlement has ceased.
With local shear or erosion, cracking will usually continue to develop
until the original cause has been remedied, or until the subsidence
has completely neutralised the affected portion of footing and the
structure has stabilised on other footings that remain effective.
In the case of swell/shrink effects, the brickwork will in some cases
return to its original position after completion of a cycle, however it
is more likely that the rotational effect will not be exactly reversed,
and it is also usual that brickwork will settle in its new position and
will resist the forces trying to return it to its original position. This
means that in a case where swelling takes place after construction
and cracking occurs, the cracking is likely to at least partly remain
after the shrink segment of the cycle is complete. Thus, each time
the cycle is repeated, the likelihood is that the cracking will become
wider until the sections of brickwork become virtually independent.
With repeated cycles, once the cracking is established, if there is no
other complication, it is normal for the incidence of cracking to
stabilise, as the building has the articulation it needs to cope with
the problem. This is by no means always the case, however, and
monitoring of cracks in walls and floors should always be treated
seriously.
Upheaval caused by growth of tree roots under footings is not a
simple vertical shear stress. There is a tendency for the root to also
exert lateral forces that attempt to separate sections of brickwork
after initial cracking has occurred.
The normal structural arrangement is that the inner leaf of brickwork in the external walls and at least some of the internal walls
(depending on the roof type) comprise the load-bearing structure on
which any upper floors, ceilings and the roof are supported. In these
cases, it is internally visible cracking that should be the main focus
of attention, however there are a few examples of dwellings whose
external leaf of masonry plays some supporting role, so this should
be checked if there is any doubt. In any case, externally visible
cracking is important as a guide to stresses on the structure generally,
and it should also be remembered that the external walls must be
capable of supporting themselves.
Effects on framed structures
Timber or steel framed buildings are less likely to exhibit cracking
due to swell/shrink than masonry buildings because of their
flexibility. Also, the doming/dishing effects tend to be lower because
of the lighter weight of walls. The main risks to framed buildings are
encountered because of the isolated pier footings used under walls.
Where erosion or saturation cause a footing to fall away, this can
double the span which a wall must bridge. This additional stress can
create cracking in wall linings, particularly where there is a weak
point in the structure caused by a door or window opening. It is,
however, unlikely that framed structures will be so stressed as to suffer
serious damage without first exhibiting some or all of the above
symptoms for a considerable period. The same warning period should
apply in the case of upheaval. It should be noted, however, that where
framed buildings are supported by strip footings there is only one leaf
of brickwork and therefore the externally visible walls are the
supporting structure for the building. In this case, the subfloor
masonry walls can be expected to behave as full brickwork walls.
Effects on brick veneer structures
Because the load-bearing structure of a brick veneer building is the
frame that makes up the interior leaf of the external walls plus
perhaps the internal walls, depending on the type of roof, the
building can be expected to behave as a framed structure, except that
the external masonry will behave in a similar way to the external leaf
of a full masonry structure.
Water Service and Drainage
Where a water service pipe, a sewer or stormwater drainage pipe is in
the vicinity of a building, a water leak can cause erosion, swelling or
saturation of susceptible soil. Even a minuscule leak can be enough
to saturate a clay foundation. A leaking tap near a building can have
the same effect. In addition, trenches containing pipes can become
watercourses even though backfilled, particularly where broken
rubble is used as fill. Water that runs along these trenches can be
responsible for serious erosion, interstrata seepage into subfloor areas
and saturation.
Pipe leakage and trench water flows also encourage tree and shrub
roots to the source of water, complicating and exacerbating the
problem.
Poor roof plumbing can result in large volumes of rainwater being
concentrated in a small area of soil:
• Incorrect falls in roof guttering may result in overflows, as may
gutters blocked with leaves etc.
• Corroded guttering or downpipes can spill water to ground.
• Downpipes not positively connected to a proper stormwater
collection system will direct a concentration of water to soil that is
directly adjacent to footings, sometimes causing large-scale
problems such as erosion, saturation and migration of water under
the building.
Seriousness of Cracking
In general, most cracking found in masonry walls is a cosmetic
nuisance only and can be kept in repair or even ignored. The table
below is a reproduction of Table C1 of AS 2870.
AS 2870 also publishes figures relating to cracking in concrete floors,
however because wall cracking will usually reach the critical point
significantly earlier than cracking in slabs, this table is not
reproduced here.
Prevention/Cure
Plumbing
Where building movement is caused by water service, roof plumbing,
sewer or stormwater failure, the remedy is to repair the problem.
It is prudent, however, to consider also rerouting pipes away from
the building where possible, and relocating taps to positions where
any leakage will not direct water to the building vicinity. Even where
gully traps are present, there is sometimes sufficient spill to create
erosion or saturation, particularly in modern installations using
smaller diameter PVC fixtures. Indeed, some gully traps are not
situated directly under the taps that are installed to charge them,
with the result that water from the tap may enter the backfilled
trench that houses the sewer piping. If the trench has been poorly
backfilled, the water will either pond or flow along the bottom of
the trench. As these trenches usually run alongside the footings and
can be at a similar depth, it is not hard to see how any water that is
thus directed into a trench can easily affect the foundation’s ability to
support footings or even gain entry to the subfloor area.
Ground drainage
In all soils there is the capacity for water to travel on the surface and
below it. Surface water flows can be established by inspection during
and after heavy or prolonged rain. If necessary, a grated drain system
connected to the stormwater collection system is usually an easy
solution.
It is, however, sometimes necessary when attempting to prevent
water migration that testing be carried out to establish watertable
height and subsoil water flows. This subject is referred to in BTF 19
and may properly be regarded as an area for an expert consultant.
Protection of the building perimeter
It is essential to remember that the soil that affects footings extends
well beyond the actual building line. Watering of garden plants,
shrubs and trees causes some of the most serious water problems.
For this reason, particularly where problems exist or are likely to
occur, it is recommended that an apron of paving be installed
around as much of the building perimeter as necessary. This paving
CLASSIFICATION OF DAMAGE WITH REFERENCE TO WALLS
Description of typical damage and required repair
Hairline cracks
Approximate crack width
limit (see Note 3)
Damage
category
<0.1 mm
0
Fine cracks which do not need repair
<1 mm
1
Cracks noticeable but easily filled. Doors and windows stick slightly
<5 mm
2
Cracks can be repaired and possibly a small amount of wall will need
to be replaced. Doors and windows stick. Service pipes can fracture.
Weathertightness often impaired
5–15 mm (or a number of cracks
3 mm or more in one group)
3
15–25 mm but also depend
on number of cracks
4
Extensive repair work involving breaking-out and replacing sections of walls,
especially over doors and windows. Window and door frames distort. Walls lean
or bulge noticeably, some loss of bearing in beams. Service pipes disrupted
• Water that is transmitted into masonry, metal or timber building
elements causes damage and/or decay to those elements.
• High subfloor humidity and moisture content create an ideal
environment for various pests, including termites and spiders.
• Where high moisture levels are transmitted to the flooring and
walls, an increase in the dust mite count can ensue within the
living areas. Dust mites, as well as dampness in general, can be a
health hazard to inhabitants, particularly those who are
abnormally susceptible to respiratory ailments.
Gardens for a reactive site
The garden
The ideal vegetation layout is to have lawn or plants that require
only light watering immediately adjacent to the drainage or paving
edge, then more demanding plants, shrubs and trees spread out in
that order.
Overwatering due to misuse of automatic watering systems is a
common cause of saturation and water migration under footings. If
it is necessary to use these systems, it is important to remove garden
beds to a completely safe distance from buildings.
Existing trees
Where a tree is causing a problem of soil drying or there is the
existence or threat of upheaval of footings, if the offending roots are
subsidiary and their removal will not significantly damage the tree,
they should be severed and a concrete or metal barrier placed
vertically in the soil to prevent future root growth in the direction of
the building. If it is not possible to remove the relevant roots
without damage to the tree, an application to remove the tree should
be made to the local authority. A prudent plan is to transplant likely
offenders before they become a problem.
Information on trees, plants and shrubs
State departments overseeing agriculture can give information
regarding root patterns, volume of water needed and safe distance
from buildings of most species. Botanic gardens are also sources of
information. For information on plant roots and drains, see Building
Technology File 17.
should extend outwards a minimum of 900 mm (more in highly
reactive soil) and should have a minimum fall away from the
building of 1:60. The finished paving should be no less than 100
mm below brick vent bases.
It is prudent to relocate drainage pipes away from this paving, if
possible, to avoid complications from future leakage. If this is not
practical, earthenware pipes should be replaced by PVC and
backfilling should be of the same soil type as the surrounding soil
and compacted to the same density.
Except in areas where freezing of water is an issue, it is wise to
remove taps in the building area and relocate them well away from
the building – preferably not uphill from it (see BTF 19).
It may be desirable to install a grated drain at the outside edge of the
paving on the uphill side of the building. If subsoil drainage is
needed this can be installed under the surface drain.
Condensation
In buildings with a subfloor void such as where bearers and joists
support flooring, insufficient ventilation creates ideal conditions for
condensation, particularly where there is little clearance between the
floor and the ground. Condensation adds to the moisture already
present in the subfloor and significantly slows the process of drying
out. Installation of an adequate subfloor ventilation system, either
natural or mechanical, is desirable.
Warning: Although this Building Technology File deals with
cracking in buildings, it should be said that subfloor moisture can
result in the development of other problems, notably:
Excavation
Excavation around footings must be properly engineered. Soil
supporting footings can only be safely excavated at an angle that
allows the soil under the footing to remain stable. This angle is
called the angle of repose (or friction) and varies significantly
between soil types and conditions. Removal of soil within the angle
of repose will cause subsidence.
Remediation
Where erosion has occurred that has washed away soil adjacent to
footings, soil of the same classification should be introduced and
compacted to the same density. Where footings have been
undermined, augmentation or other specialist work may be required.
Remediation of footings and foundations is generally the realm of a
specialist consultant.
Where isolated footings rise and fall because of swell/shrink effect,
the homeowner may be tempted to alleviate floor bounce by filling
the gap that has appeared between the bearer and the pier with
blocking. The danger here is that when the next swell segment of the
cycle occurs, the extra blocking will push the floor up into an
accentuated dome and may also cause local shear failure in the soil.
If it is necessary to use blocking, it should be by a pair of fine
wedges and monitoring should be carried out fortnightly.
This BTF was prepared by John Lewer FAIB, MIAMA, Partner,
Construction Diagnosis.
The information in this and other issues in the series was derived from various sources and was believed to be correct when published.
The information is advisory. It is provided in good faith and not claimed to be an exhaustive treatment of the relevant subject.
Further professional advice needs to be obtained before taking any action based on the information provided.
Distributed by
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