1. business and industrial
2. construction

Report on Site Classification
and Construction
Site
Classification and
TestingCGS2398-002/0
Construction
Testing
CGS2398-002/0
Northlakes Estate Stage 33 & 34,
Cameron Park
Northlakes Estate Stage 33 & 34,
CGS2398
Cameron Park
CGS2398
Prepared for
Northlakes Pty Ltd C/- McCloy Group Pty Ltd
October 2014
Report on Site Classification and Construction TestingCGS2398-002/0
Northlakes Estate Stage 33 & 34, Cameron Park
Prepared for Northlakes Pty Ltd C/- McCloy Group Pty Ltd
Contact Information
Document Information
Cardno (NSW/ACT) Pty Ltd
Trading as Cardno Geotech Solutions
ABN 95 001 145 035
Prepared for
Northlakes Pty Ltd C/- McCloy
Group Pty Ltd
Job Reference
CGS2398
Project Name
Northlakes Estate Stage 33 &
34, Cameron Park
File Reference
CGS2398-002.0
Date
October 2014
4/5 Arunga Drive
Beresfield NSW 2322
PO Box 4224
Edgeworth NSW 2285
Australia
Telephone: 02 4949 4300
Facsimile: 02 4966 0485
International: +61 2 4949 4300
[email protected]
www.cardno.com.au
Version
Document Control
Version
0
0
Date
Select date
Description of Revision
Initial issue
Prepared
By
Prepared
Reviewed
Reviewed
(Signature)
By
(Signature)
KH
Reason for Issue
IGP
Approved for
Release By
First issue to client
Approved
(Signature)
Approved
Release
Date
IGP
© Cardno 2013. Copyright in the whole and every part of this document belongs to Cardno and may not be used, sold, transferred, copied or
reproduced in whole or in part in any manner or form or in or on any media to any person other than by agreement with Cardno.
This document is produced by Cardno solely for the benefit and use by the client in accordance with the terms of the engagement. Cardno does
not and shall not assume any responsibility or liability whatsoever to any third party arising out of any use or reliance by any third party on the
content of this document.
CGS2398-002.0
October 2014
Cardno Geotech Solutions
ii
Report on Site Classification and Construction TestingCGS2398-002/0
Northlakes Estate Stage 33 & 34, Cameron Park
Prepared for Northlakes Pty Ltd C/- McCloy Group Pty Ltd
Table of Contents
1
Introduction
1
2
Site Description
1
3
Earthworks
2
3.1
3.2
3.3
3
3
3
3
3
Material Quality
Methodology
Results of Compaction Testing
3.3.1
Lot Regrade & General Fill
3.3.2
Pavement Testing
4
Investigation Methodology
4
5
Investigation Findings
4
5.1
5.2
5.3
4
4
7
6
Published Data
Subsurface Conditions
Laboratory Test Results
Comments and Recommendations
6.1
6.2
Site Classification
Footings
6.2.1
High-Level Footings
6.2.2
Piered Footings
8
8
10
10
10
7
Conclusions
11
8
Limitations
12
9
References
12
Appendices
Appendix A
Drawings
Appendix B
Engineering Logs
Appendix C
Laboratory Test Results
Appendix D
Compaction Test Results
Appendix E
CSIRO Information Sheet BTF18
Tables
Table 5-1
Summary of subsurface conditions
6
Table 5-2
Summary of Shrink Swell Test Results
7
Table 6-1
General Definition of Site Classes
8
Table 6-2
Summary of Site Classifications
9
CGS2398-002.0
October 2014
Cardno Geotech Solutions
iii
Report on Site Classification and Construction TestingCGS2398-002/0
Northlakes Estate Stage 33 & 34, Cameron Park
Prepared for Northlakes Pty Ltd C/- McCloy Group Pty Ltd
1
Introduction
This report presents the results of geotechnical investigation undertaken by Cardno Geotech Solutions
(CGS) on Stage 33 and 34 of the Northlakes Estate development located at Cameron Park. The work was
conducted at the request of Mr Andrew Day of McCloy Group Pty Ltd.
The report describes the results of construction control testing undertaken by CGS throughout Stages 33 and
34 earthworks in accordance with Australian Standard 3798-2007, Guidelines for Earthworks on Residential
and Commercial Developments [1].
The report details investigation required to provide site classification of the Stage 33 and 34 lots in
accordance with Australian Standard AS 2870-2011 Residential Slabs and Footings [2].
For the purpose of the investigation, Parson Brinckerhoff (PB) construction plans were provided by McCloy
Group, reference ‘2118995A-1700-CIV-1702’ revision 0 dated 11.11.2013 and ‘2118995A-1800-CIV-1802’
revision 0 dated 30.10.2013. A regrade depth plan was provided by Daracon Group providing information on
the surveyed cut and fill depths, Daracon project number ‘1293’, dated 28.09.2014.
2
Site Description
The site is defined as Stage 33 and 34 Northlakes Estate and is located on the north-western extent of the
existing Northlakes residential development. The site is irregular in shape and is bounded bushland and
Cameron Park Drive to the north and west, a strip of bushland and a natural gully to the south and existing
stages 31 and 32 to the east.
Stage 33 and 34 comprises the creation of 61 residential allotments, construction of internal road pavements
and other associated infrastructure as follows:
> Stage 33 comprises 26 residential allotments (lots 3301-3326).
> Stage 34 comprises 36 residential allotments (lots 3401-3436).
At the time of investigation, construction of Stage 33 and 34 was practically complete, with only minor
landscaping works remaining.
Topographically the site is located on the spine and south-east to south-west facing slopes of a spur. The
spur descends in a generally north to south direction from a north-east to south-west trending dominant
ridgeline which follows the approximate alignment of Cameron Park Drive. Surfaces within the site sloped at
the following measured gradients:
> Stage 33:
- Lots 3301-3308 sloped to the south and south-west at measured gradients of 5-8°.
- Lots 3309-3322 sloped to the west and south-west at measured gradients of 6-12°.
- Lots 3323-3326 sloped to the south and south-east at measured gradients of 5-12°.
> Stage 34:
- Lots 3401-3406 sloped to the south and south-west at measured gradients of 4-7°.
- Lots 3407-3414 sloped to the east and south-east at measured gradients of 5-12°.
- Lots 3415-3426 sloped to the west and south-west at measured gradients of 8-19°.
- Lots 3427-3436 sloped to the south-west at measured gradients of 7-12°.
A natural drainage line traverses north to south through Stage 33 coincident with part of the Manlius Drive
alignment commencing in the area of the Fire Trail 02 intersection connecting Santa Maria Close with
Manlius Drive. The drainage line feeds into a larger gully which follows the approximate alignment of Manlius
CGS2398-002.0
October 2014
Cardno Geotech Solutions
1
Report on Site Classification and Construction TestingCGS2398-002/0
Northlakes Estate Stage 33 & 34, Cameron Park
Prepared for Northlakes Pty Ltd C/- McCloy Group Pty Ltd
Drive to the south of the site. Extensive regrade has been conducted along Manlius Drive comprising filling of
the drainage line and gully slopes up to 4.5 m. Locally steeper surfaces were observed within the faces of
the gully to the south and south-west of Manlius Drive with gradients of up to 18-26° measured.
Earthworks within lots 3301-3307, 3321-3326, 3401-3407 and 3426 comprised benching of the individual lots
generally by locally filling (lots 3323-3326), locally cutting (lots 3301-3302, 3407 and 3426) or locally cutting
and filling (lots 3303-3305, 3321-3322 and 3401-3406) to create level platforms. Based off the overall plan
sheet ‘2118995A-1700-CIV-1702’ and ‘2118995A-1800-CIV-1802’ provided, natural surfaces in these lots
prior to development sloped to the south-west at gradients of approximately 8-12° and as a result of the
earthworks the individual allotments are now relatively flat. Minimal regrade has been conducted within the
remaining lots, with scattered semi mature to mature trees observed across these lots.
Drainage across the site is expected to comprise surface flows following the natural and constructed slopes,
via the inter-allotment and internal road drainage network, ultimately to a drainage basin to the south of the
site.
3
Earthworks
Earthworks for the development of Stages 33 and 34 commenced in March 2014 and were carried out by
Daracon Group which included the development of:
> 26 residential allotments (lots 3301-3326) comprising Stage 33
> 36 residential allotments (lots 3401-3436) comprising Stage 34.
> Manilius Drive (Road 50) between CH129m and CH512m.
> Yarborough Drive (Road 51) between CH0m and CH335m.
> Dunsyre Avenue (Road 54) between CH0m and CH210m.
> Santa Maria Close (Road 53) between CH0 and CH133.
Earthworks within lots 3301-3307, 3321-3326, 3401-3407 and 3426 comprised benching of the individual lots
generally by locally filling (lots 3323-3326), locally cutting (lots 3301-3302, 3406-3407 and 3426) or locally
cutting and filling (lots 3303-3305, 3321-3322 and 3401-3405) to create level platforms. Earthworks for road
construction included minor regrade in lots 3311-3318, 3408-3309, 3416-3419 and 3427-3429 in areas
adjoining the road alignments to enable suitable grades between the lots and alignments. The lots affected
by regrade are shown on the regrade depth plan provided by Daracon Group reference ‘1293 Northlakes
Stages 33 & 34 Cut Fill Depth Range’ dated 28 August 2014 attached in Appendix A. Generally lot regrade
activities undertaken by Daracon Group resulted in the following maximum fill depths:
> Up to 3.0m of filling within benched lots 3323-3326.
> Up to 2.0m of filling within benched lots 3321-3322.
> Up to 1.5m of filling within benched lots 3305 and 3401-3405.
> Up to 5.0m of filling within Manilius road reserve.
> Up to 0.5m of filling within Yarborough road reserve.
> Up to 2.5m of filling within lots 3308-3309 and 3312-3314 adjoining Manilius road alignments.
> Minor filling up to 0.5m within lots 3306, 3311, 3316-3320, 3411-3412, 3420 and 3431-3436 adjoining
road alignments.
Testing was undertaken on lot fill in accordance with Section 8 of AS 3798-2007 [1]. It is noted that site
regrade activities were sporadic due to inclement weather and staging of works.
CGS2398-002.0
October 2014
Cardno Geotech Solutions
2
Report on Site Classification and Construction TestingCGS2398-002/0
Northlakes Estate Stage 33 & 34, Cameron Park
Prepared for Northlakes Pty Ltd C/- McCloy Group Pty Ltd
Earthworks were undertaken utilising surplus material acquired from adjacent stages and onsite materials
acquired from road cuttings and regrade and comprised silty and sandy clay with varying proportions of
gravel.
3.1
Material Quality
Onsite materials encountered, including stockpiles of surplus material from adjacent stages, comprised clay,
sandy clay, silty clay and weathered siltstone and 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.
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.
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 AS3798-2007) [1]. 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) [1]. Placement and compaction of fill was undertaken with
Cardno Geotech Solutions site personnel providing onsite inspection and testing services during earthworks
activities.
3.3
Results of Compaction Testing
3.3.1
Lot Regrade & General Fill
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 AS28702011 [2].
All testing has either met with or exceeded the specification adopted of 95% standard compaction at
moisture contents of generally 85% to 115% of Optimum Moisture Content (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 thirty four (34) lot regrade and one hundred and forty two (142) general fill compaction test results
from Stages 33 and 34 are included in this report. The results of compaction testing, along with proof rolling,
meet the requirements of Lake Macquarie City Council Engineering Guidelines Part 2 Construction
Specification [3].
Compaction results are shown on NATA accredited test certificates, attached in Appendix D
3.3.2
Pavement Testing
A total of one hundred and sixty one (161) compaction tests were undertaken during the construction of
roads and associated infrastructure within Stage 33 and 34 including:
> Thirty two (32) subgrade tests.
> Thirty one (31) subbase tests.
> Twenty nine (29) basecourse tests.
CGS2398-002.0
October 2014
Cardno Geotech Solutions
3
Report on Site Classification and Construction TestingCGS2398-002/0
Northlakes Estate Stage 33 & 34, Cameron Park
Prepared for Northlakes Pty Ltd C/- McCloy Group Pty Ltd
> Sixty nine (69) pipe backfill tests.
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.
Six (6) Benkelman Beam tests were undertaken to determine in-situ basecourse deflections within Manilius,
Yarborough, Dunsyre and Santa Maria road reserves. Mean deflections ranged between 0.17 and 0.72mm
and Characteristic deflections ranged between 0.35 and 1.34mm.
4
Investigation Methodology
Field investigation was undertaken on the 09 and19 September 2014 and comprised the excavation of fortythree (43) test bores (TB001-TB043) using a 3.5T excavator fitted with a 200mm auger attachment. Test
bores were excavated to a target depth of 1.8 m, with thirty-seven (37) bores terminated due to refusal on
rock. Dynamic Cone Penetrometer tests (DCP) were conducted adjacent to the majority of test bores to aid
in the assessment of subsurface strength conditions. Thin wall tube (50mm diameter) samples of selected
materials from the bores were collected for subsequent laboratory testing.
All fieldwork including setting out test bore locations, logging of subsurface profiles and collection of samples
was carried out by a Geotechnical Engineer from CGS. The bore locations relative to allotment boundaries
and site features are shown in drawing CGS2398-002-d1 to CGS2398-002-d4, attached in Appendix A.
Subsurface conditions are summarised in Section 5.2 and detailed in the 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 thin wall tube (50mm diameter) samples of the natural clays and fill materials encountered at the site
to measure soil volume change over an extreme soil moisture content range.
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 Newcastle Coalfield Geology Map, Geological Series Sheet 9231 Ed1 1995 indicates that the
site is situated within the Permian Age Newcastle Coal measures in the vicinity of the Boolaroo Subgroup
formation. This formation is known to comprise sandstone, conglomerate, siltstone, coal and tuff rock types
and residual soils derived from weathering of these rocks.
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 natural subsurface profile within
the allotments generally comprised silty clay overlying weathered siltstone, sandstone, coal and tuff rock and
silty clay filling and silty clay overlying weathered sandstone rock.
Fill materials observed within the benched lots 3301-3305, 3321-3326, 3401-3407 and 3426 generally
comprised silty or gravelly sand or silty, sandy and/or gravelly clays. The fill materials utilised were either site
won or sourced from surplus material from adjacent stages. Based on results of construction control testing
conducted by CGS during subdivision constriction, the fill material placed within the allotments has been
placed as controlled fill in accordance with AS3798-2007 [1].
CGS2398-002.0
October 2014
Cardno Geotech Solutions
4
Report on Site Classification and Construction TestingCGS2398-002/0
Northlakes Estate Stage 33 & 34, Cameron Park
Prepared for Northlakes Pty Ltd C/- McCloy Group Pty Ltd
Based on DCP blow counts, the natural clays were predominantly stiff to hard in consistency at the time of
the investigation.
A general summary of the subsurface conditions encountered across the site is presented below in Table 51.
CGS2398-002.0
October 2014
Cardno Geotech Solutions
5
Report on Site Classification and Construction TestingCGS2398-002/0
Northlakes Estate Stage 33 & 34, Cameron Park
Prepared for Northlakes Pty Ltd C/- McCloy Group Pty Ltd
Table 5-1
Summary of subsurface conditions
Test
Bore
Topsoil / fill
(m)
Practical
refusal / test
bore depth
(m)
Summary of subsurface profile
001
0.10
0.30
(Fill) Silty SAND / XW SILTSTONE
002
0.15
0.60
(Fill) Silty SAND / Sandy CLAY / XW SANDSTONE
003
0.20
0.40
(Fill) Silty SAND / XW SANDSTONE
004
0.20
0.80
(Fill) Silty SAND / XW SANDSTONE
005
0.55
0.60
(Fill) Silty SAND / (Fill) Silty CLAY / XW SANDSTONE
006
0.80
0.80
(Fill) Silty SAND / (Fill) Sandy Gravelly CLAY / XW SANDSTONE
007
0.80
1.20
(Fill) Gravelly SAND / (Fill) Silty CLAY / Silty Clay / Sandy CLAY /
XW SANDSTONE
008
0.50
0.80
(Fill) Gravelly SAND / Silty Sandy CLAY / XW SANDSTONE
009
0.35
1.00
(Fill) Silty CLAY / Silty Sandy CLAY / XW SILTSTONE
010
0.10
0.60
(Fill) Gravelly SAND / TOPSOIL / Silty Sandy CLAY / XW SILTSTONE
011
0.10
0.25
(Fill) Gravelly SAND / XW SILTSTONE
012
0.30
1.00
(Fill) Sandy CLAY / Silty CLAY / CLAY / XW SILTSTONE
013
0.15
2.00*
(Fill) Sandy Silty CLAY / Silty CLAY
014
0.10
2.00*
TOPSOIL / Silty CLAY
015
0.20
2.00*
TOPSOIL / Silty CLAY
016
0.30
1.20
TOPSOIL / Silty CLAY / XW SILTSTONE
017
NE
2.00*
Silty CLAY
018
0.40
1.30
(Fill) Silty Clayey SAND / (Fill) Gravelly SAND / Silty CLAY /
XW SILTSTONE
019
0.15
2.00*
(Fill) Silty CLAY / Silty CLAY / XW SILTSTONE
020
0.05
1.20
(Fill) Silty Sandy CLAY / Silty CLAY / XW SILTSTONE
021
0.40
1.30
TOPSOIL / Silty Sandy CLAY / XW SILTSTONE
022
0.20
1.80
(Fill) Silty Sandy CLAY / Silty Sandy CLAY / XW SILTSTONE
023
1.10
1.60
(Fill) Silty Sandy CLAY / (Fill) Gravelly CLAY / Silty Sandy CLAY /
XW SILTSTONE
024
2.00
2.00*
(Fill) Clayey Silty SAND / (FILL) Gravelly Silty CLAY / (Fill) Silty CLAY
025
0.10
1.90
(Fill) Silty Clayey SAND / Silty Sandy CLAY / Silty CLAY / XW SILTSTONE
026
0.20
0.70
Mulch / TOPSOIL / Silty CLAY / DW SANDSTONE
027
NE
0.80
Silty CLAY / XW SANDSTONE
028
0.05
0.70
Mulch / Sandy Silty CLAY / XW SANDSTONE
029
0.05
0.70
Mulch / Sandy Silty CLAY / XW SANDSTONE
030
0.05
0.60
Mulch / Silty Sandy CLAY / Sandy CLAY Silt / DW SANDSTONE
031
0.05
0.70
Mulch / Silty SAND / Sandy CLAY / DW SANDSTONE
032
0.05
0.80
Mulch / Sandy CLAY / DW SANDSTONE
033
0.05
1.00
Mulch / Silty SAND / Silty CLAY / DW SANDSTONE
034
0.20
1.10
Mulch / (Fill) Silty Clayey SAND / Silty CLAY / DW SANDSTONE
035
NE
1.30
Sandy CLAY / Silty CLAY / Sandy CLAY / XW SANDSTONE
036
0.05
0.90
Mulch / Silty Clayey SAND / Silty Sandy CLAY / XW SANDSTONE
CGS2398-002.0
October 2014
Cardno Geotech Solutions
6
Report on Site Classification and Construction TestingCGS2398-002/0
Northlakes Estate Stage 33 & 34, Cameron Park
Prepared for Northlakes Pty Ltd C/- McCloy Group Pty Ltd
037
NE
1.00
Silty Clayey SAND / Silty CLAY / XW SANDSTONE
038
0.05
1.20
Mulch / Silty Clayey SAND / Silty CLAY / Sandy CLAY / XW SANDSTONE
039
0.05
1.20
Mulch / Silty Clayey SAND / Silty CLAY / Sandy CLAY / XW SANDSTONE
040
0.60
1.10
Mulch / (Fill) Sandy Gravelly CLAY / (Fill) Silty CLAY / Silty CLAY / XW
SANDSTONE
041
1.50
1.80*
Mulch / (Fill) Silty Sandy CLAY / Silty CLAY
042
1.40
1.50
(Fill) Silty Sandy CLAY / XW SANDSTONE
043
1.30
1.50
(Fill) Clayey Silty SAND, (Fill) Silty SAND and CLAY / (Fill) Silty Sandy CLAY
/ Silty CLAY
Notes:
NE – not encountered
Depths in bold indicate fill
* Indicates target depth reached
Groundwater seepage was encountered in test bore TB016. No groundwater or seepage was encountered in
any of the other 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 the clay soils encountered during
the investigation are detailed on the laboratory test report sheets attached in Appendix C, and are
summarised below in Table 5-2.
Table 5-2
Summary of Shrink Swell Test Results
Test Bore
Depth
(m)
Soil Type
Esw
(%)
Esh
(%)
Iss
(%)
005
0.20 - 0.35
Fill: Silty CLAY
0.0
0.9
0.5
007
0.70 - 0.96
Fill: Silty CLAY
0.0
3.6
2.0
013
0.50 - 0.72
Silty CLAY
0.8
6.6
3.9
015
1.20 - 1.46
Silty CLAY
0.9
6.4
3.8
019
0.50 - 0.70
Silty CLAY
0.1
4.2
2.3
023
0.20 - 0.40
Gravelly CLAY
0.0
1.8
1.0
033
0.20 - 0.50
Silty CLAY
1.6
1.9
1.5
035
0.30 - 0.45
Silty CLAY
1.6
3.2
2.3
038
0.20 - 0.40
Silty CLAY
1.6
5.3
3.4
Notes:
Esw
Swelling strain
Esh
Shrinkage strain
Iss
Shrink swell Index
The laboratory shrink swell test results summarised in Table 5-2 indicate the following:
> The natural silty clay soils tested are moderately to highly reactive, with Iss values in the range of 1.5% to
3.9%.
> The natural gravelly clay soil tested is slightly reactive with an Iss value of 1.0%.
> The silty clay fill materials tested are slightly to moderately reactive with Iss values in the range of 0.5% to
2.0%.
CGS2398-002.0
October 2014
Cardno Geotech Solutions
7
Report on Site Classification and Construction TestingCGS2398-002/0
Northlakes Estate Stage 33 & 34, Cameron Park
Prepared for Northlakes Pty Ltd C/- McCloy Group Pty Ltd
6
Comments and Recommendations
6.1
Site Classification
Australian Standard AS 2870-2011 [2] 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 6-1
below.
Table 6-1
Site
Class
General Definition of Site Classes
Characteristic Surface
Movement
Foundation
A
Most sand and rock sites with little or no ground movement from moisture
changes
S
Slightly reactive clay sites, which may experience only slight ground movement
from moisture changes
0 - 20mm
M
Moderately reactive clay or silt sites, which may experience moderate ground
movement from moisture changes
20 - 40mm
H1
Highly reactive clay sites, which may experience high ground movement from
moisture changes
40 - 60mm
H2
Highly reactive clay sites, which may experience very high ground movement
from moisture changes
60 - 75mm
E
Extremely reactive sites, which may experience extreme ground movement from
moisture changes
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.
> 75mm
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) [2] 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;
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.
CGS2398-002.0
October 2014
Cardno Geotech Solutions
8
Report on Site Classification and Construction TestingCGS2398-002/0
Northlakes Estate Stage 33 & 34, Cameron Park
Prepared for Northlakes Pty Ltd C/- McCloy Group Pty Ltd
The laboratory shrink swell test results summarised in Table 5-2 indicate the following:
> The natural silty clay soils tested are moderately to highly reactive, with Iss values in the range of 1.5% to
3.9%.
> The natural gravelly clay soil tested is slightly reactive with an Iss value of 1.0%.
> The silty clay fill materials tested are slightly to moderately reactive with Iss values in the range of 0.5% to
2.0%.
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. An alternative classification may however be given to sites with controlled
fill where consideration is made to the potential for movement of the fill and underlying soil based on the
moisture conditions at the time of construction and the long term equilibrium moisture conditions.
Based on the results of fieldwork and laboratory test results and in accordance with the AS2870-2011 [2]; the
lots in their existing condition and in the absence of abnormal moisture conditions would be classified as
detailed in Table 6-2.
Table 6-2
Summary of Site Classifications
Lot Numbers
Site Classification
3303-3304
3406
Class A, Non-Reactive
(Provided footings are founded directly on exposed rock)
3301-3302 and 3305-3314
3403, 3405, 3428-3431 and
3434-3436
Class S, Slightly Reactive
(Recommend adopt Class M, Moderately Reactive for lots 3310-3311, 3314 and
3405)
3315-3318 and 3321-3322
3401-3402, 3404, 3407, 34103411, 3414-3427 and 3432-3433
Class M, Moderately Reactive
(Recommend adopt Class H1, Highly Reactive for lots 3322 and 3415-3416)
3319-3320 and 3323-3326
3408-3409 and 3412-3413
Class H1, Highly Reactive
A characteristic surface movement in the range of 5-20mm has been calculated for lots 3301-3302, 33053314, 3403, 3405, 3428-3431 and 3434-3436, in the range of 20-40mm for lots 3315-3318, 3321-3322,
3401-3402, 3404, 3407, 3410-3411, 3414-3427 and 3432-3433, and in the range of 40-55mm for lots 33193320, 3323-3326, 3408-3409 and 3412-3413, based on a design depth of suction change (Hs) of 1.8m
The calculated characteristic surface movement for lots 3310-3311, 3314, 3405 is considered a high order
Class S, Slightly Reactive, classification (that is, greater than 15mm) and consideration should be given to
the adoption of a conservative Class M moderately reactive classification for the purpose of footing and slab
design. Similarly, the calculated characteristic surface movement for lots 3322, 3415-3416 are considered a
high order Class M, Moderately Reactive classification (that is, greater than 35mm) and consideration should
be given to the adoption of a conservative Class H1 highly reactive classification.
As noted in Section 2, scattered semi mature to mature trees were noted within lots 3408-3425, 3427-3436
and 3306-3320. 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.
It should be appreciated that the site classifications provided above are based on test bores and laboratory
testing of multiple layers over the depth of total soil suction change in the soil profile. It should be noted that
individual lot development can include other geotechnical studies and care should be taken that single
laboratory results are not allocated to the full depth of the soil profile, as biased site classifications can result.
Similarly there is the potential for dissimilar founding conditions encountered across individual lots, i.e.
CGS2398-002.0
October 2014
Cardno Geotech Solutions
9
Report on Site Classification and Construction TestingCGS2398-002/0
Northlakes Estate Stage 33 & 34, Cameron Park
Prepared for Northlakes Pty Ltd C/- McCloy Group Pty Ltd
shallow rock and site clays. Footings for the support of the proposed structures should be founded on the
same material.
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.
Designs and design methods presented in AS 2870-2011 [2] 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 28702011 and in CSIRO Information
Sheet BTF 18, Foundation Maintenance and Footing Performance: A Homeowner’s Guide, which is attached
as Appendix E of this report along with Australian Geoguide (LR8) Hillside Construction Practice.
Adherence to the detailing requirement outlined in Section 5 of AS 2870-2011 [2] is essential, in particular
Section 5.6 Additional requirements for Classes M, H1, H2 and E 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 [2] with reference to site classifications as presented in Table 6-2.
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.
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 natural soils (below topsoil, slopewash, uncontrolled fill or other
deleterious material) or in controlled fill (placed and compacted in accordance with AS3798-2007 [1]) 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.
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 stiff or better clay soils or controlled fill could be proportioned on an end
bearing pressure of 100kPa. Where uniformly founded in the underlying rock, an end bearing pressure of
500kPa could be adopted.
Where piered footing are utilised, the potential for volume change in the subsurface profile should be taken
into considered by the designer.
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.
CGS2398-002.0
October 2014
Cardno Geotech Solutions
10
Report on Site Classification and Construction TestingCGS2398-002/0
Northlakes Estate Stage 33 & 34, Cameron Park
Prepared for Northlakes Pty Ltd C/- McCloy Group Pty Ltd
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.
7
Conclusions
Earthworks undertaken for Stage 33 and 34 of the Northlakes Estate development have been undertaken in
accordance with guidelines outlined in AS3798-2007 [1]. Fill material placed was tested at the frequency
specified in Table 8.1 from AS3798-2007 [1]. Placement and compaction of fill was observed by CGS site
personnel, who provided onsite inspection and monitoring during earthworks activities.
The investigation revealed a subsurface profile generally comprising natural gravelly clay, silty clay and
sandy clay overlying weathered siltstone and sandstone rock and site won silty sand, gravelly sand, silty clay
and sandy clay fill materials. With reference to earthworks monitoring by CGS, fill materials within the lots
have been placed as controlled fill in accordance with AS3798-2007 [1]. As specified in AS2870-2011 [2], the
classification of sites with deep controlled fill is Class P; however an alternative classification has been given
to the lots with consideration of the fill being placed as controlled fill in accordance with AS3798-2007 and to
long term moisture equilibrium conditions of the controlled fill profile.
Based on the subsurface profiles encountered and laboratory test results, and in accordance with AS28702011 [2], the Stage 33 and 34 lots are classified as follows:
> 3303-3304 and 3406 are classified as Class A, Non-Reactive.
> 3301-3302, 3305-3314, 3403, 3405, 3428-3431 and 3434-3436 are classified as Class S, Slightly
Reactive.
> 3315-3318, 3321-3322, 3401-3402, 3404, 3407, 3410-3411, 3414-3427 and 3432-3433 are classified as
Class M, Moderately Reactive.
> 3319-3320, 3323-3326, 3408-3409 and 3412-3413 are classified as Class H1, Highly Reactive.
Consideration should be given to the adoption of Class M, Moderately Reactive, for lots 3310-3311, 3314
and 3405 and Class H1, Highly Reactive, for lots 3322 and 3415-3416.
Footings founded in natural stiff or better clay soils or controlled fill may be proportioned on an allowable
bearing pressure of 100kPa. Piered footings founded uniformly on rock could be proportioned on an
allowable bearing pressure of 500kPa. Inspection of footings by a geotechnical consultant or experienced
engineer is required to provide confirmation of founding conditions.
CGS2398-002.0
October 2014
Cardno Geotech Solutions
11
Report on Site Classification and Construction TestingCGS2398-002/0
Northlakes Estate Stage 33 & 34, Cameron Park
Prepared for Northlakes Pty Ltd C/- McCloy Group Pty Ltd
8
Limitations
Cardno Geotech Solutions (CGS) have performed investigation and consulting services for this project in
general accordance with current professional and industry standards. The extent of testing was limited to
discrete test locations and variations in ground conditions can occur between test locations that cannot be
inferred or predicted.
A geotechnical consultant or qualified engineer shall provide inspections during construction to confirm
assumed conditions in this assessment. If subsurface conditions encountered during construction differ from
those given in this report, further advice shall 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 shall not be relied on for other purposes. This report was prepared solely for the use by Northlakes Pty
Ltd C/- McCloy Group Pty Ltd and any reliance assumed by other parties on this report shall be at such
parties own risk.
9
References
[1] Australian Standard AS3798-2007, “Guidelines on Earthworks for Commercial and Residential
Structures,” Standards Australia, 2007.
[2] Australian Standard AS2870-2011, “Residential Slabs and Footings,” Standards Australia, 2011.
[3] LMCC Engineering Guidelines - Part 2, “Construction Specification,” Lake Macquarie City Council,
September 2003.
CGS2398-002.0
October 2014
Cardno Geotech Solutions
12
Report on Site ClassificationCGS2398-002/0
Northlakes Estate Stage 33 & 34, Cameron Park
Prepared for Northlakes Pty Ltd C/- McCloy Group Pty Ltd
APPENDIX A
DRAWINGS
CGS2398-002.0
October 2014
Cardno Geotech Solutions
10
SITE
NOTES:
TB023
Drawing adapted from Parson Brinckerhoff (PB) construction plan
reference '2118995A-1700-CIV-1702' revision 0 dated 11.11.2013
TB040
TB024
LEGEND:
Approximate test bore locations and numbers
TB041
TB025
TB042
TB043
TB039
TB038
TB035
TB034
DRAWING TITLE:
PROJECT NAME:
SITE LOCATION:
TEST PIT LOCATION PLAN
SITE CLASSIFICATION
NORTHLAKES ESTATE STAGES 33 & 34, CAMERON PARK
CLIENT:
Northlakes Pty Ltd C/- McCloy Group
PROJECT NO:
CGS2398
DRAWING NO: 1
FILE REF:
2398-002-d1
DRAWN BY: KH
OFFICE: 4/5 Arunga Drive, Beresfield NSW 2322
DATE: 03 OCTOBER 2014
CHECKED BY: IDP
SITE
TB035
TB034
TB023
TB033
NOTES:
Drawing adapted from Parson Brinckerhoff (PB) construction plan
reference '2118995A-1700-CIV-1702' revision 0 dated 11.11.2013
LEGEND:
Approximate test pit locations and numbers
TB032
TB005
TB030
TB004
TB003
TB031
TB002
TB001
DRAWING TITLE:
PROJECT NAME:
SITE LOCATION:
TEST PIT LOCATION PLAN
SITE CLASSIFICATION
NORTHLAKES ESTATE STAGES 33 & 34, CAMERON PARK
CLIENT:
Northlakes Pty Ltd C/- McCloy Group
PROJECT NO:
CGS2398
DRAWING NO: 2
FILE REF:
2398-002-d2
DRAWN BY: KH
OFFICE: 4/5 Arunga Drive, Beresfield NSW 2322
DATE: 03 OCTOBER 2014
CHECKED BY: IDP
SITE
TB016
NOTES:
Drawing adapted from Parson Brinckerhoff (PB) construction plan
reference '2118995A-1800-CIV-1802' revision 0 dated 30.10.2013
TB015
LEGEND:
Approximate test pit locations and numbers
TB014
TB017
TB019
TB013
TB022
TB020
TB021
TB018
TB012
TB037
DRAWING TITLE:
PROJECT NAME:
SITE LOCATION:
TEST PIT LOCATION PLAN
SITE CLASSIFICATION
NORTHLAKES ESTATE STAGES 33 & 34, CAMERON PARK
CLIENT:
Northlakes Pty Ltd C/- McCloy Group
PROJECT NO:
CGS2398
DRAWING NO: 3
FILE REF:
2398-002-d3
DRAWN BY: KH
OFFICE: 4/5 Arunga Drive, Beresfield NSW 2322
DATE: 03 OCTOBER 2014
CHECKED BY: IDP
TB021
SITE
TB037
TB026
TB011
TB036
NOTES:
TB010
Drawing adapted from Parson Brinckerhoff (PB) construction plan
reference '2118995A-1800-CIV-1802' revision 0 dated 30.10.2013
LEGEND:
TB027
TB009
TB035
Approximate test pit locations and numbers
TB028
TB008
TB007
TB029
TB006
DRAWING TITLE:
PROJECT NAME:
SITE LOCATION:
TEST PIT LOCATION PLAN
SITE CLASSIFICATION
NORTHLAKES ESTATE STAGES 33 & 34, CAMERON PARK
CLIENT:
Northlakes Pty Ltd C/- McCloy Group
PROJECT NO:
CGS2398
DRAWING NO: 4
FILE REF:
2398-002-d4
DRAWN BY: KH
OFFICE: 4/5 Arunga Drive, Beresfield NSW 2322
DATE: 03 OCTOBER 2014
CHECKED BY: IDP
Report on Site ClassificationCGS2398-002/0
Northlakes Estate Stage 33 & 34, Cameron Park
Prepared for Northlakes Pty Ltd C/- McCloy Group Pty Ltd
APPENDIX B
ENGINEERING LOGS
CGS2398-002.0
October 2014
Cardno Geotech Solutions
11
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
CLIENT : Northlakes Pty Ltd C/- McCloy Group
PROJECT : Site Classification
LOCATION : Stage 33 & 34, Northlakes Estate, Cameron Park
TESTBORE LOG
HOLE NO : TB001
PROJECT REF : CGS2398
SHEET : 1 OF 1
EQUIPMENT TYPE : 5.5t Excavator
METHOD : 300 mm Hydraulic Auger
DATE EXCAVATED : 9/9/14
LOGGED BY : BB
CHECKED BY :
M-W
STRUCTURE
& Other Observations
400
HAND
PENETROMETER
(kPa)
300
200
100
DYNAMIC
PENETROMETER
CONSISTENCY /
REL DENSITY /
ROCK STRENGTH
MOISTURE /
FILL, Silty SAND, fine to coarse grained, brown, with clay & organics
(topsoil fill)
WEATHERING
MATERIAL DESCRIPTION
Soil Type, plasticity or particle characteristic, colour
Rock Type, grain size, colour
Secondary and minor components
SYMBOL
CLASSIFICATION
GRAPHIC
LOG
DEPTH (m)
SAMPLES &
FIELD TESTS
0.0
Not Encountered
GROUND WATER
LEVELS
LOCATION : See Drawing for location
3
0.10m
SANDSTONE, fine to medium grained, pale orange-yellow
XW
6
R
EL - VL
0.30m
Testbore TB001 terminated at 0.30 m
Virtual refusal
on weathered sandstone
0.5
GEOTECH_SOLUTIONS_03 LIBRARY.GLB Log CGS_TESTHOLE_LOG_02 CGS_2398_ NORTHLAKES ESTATE STAGES 33 & 34.GPJ 10/10/2014 14:06 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: CGS2398 TB001 Page 1 OF 1
CLIENT : Northlakes Pty Ltd C/- McCloy Group
PROJECT : Site Classification
LOCATION : Stage 33 & 34, Northlakes Estate, Cameron Park
TESTBORE LOG
HOLE NO : TB002
PROJECT REF : CGS2398
SHEET : 1 OF 1
EQUIPMENT TYPE : 5.5t Excavator
METHOD : 300 mm Hydraulic Auger
DATE EXCAVATED : 9/9/14
LOGGED BY : BB
CHECKED BY :
STRUCTURE
& Other Observations
400
HAND
PENETROMETER
(kPa)
300
200
100
DYNAMIC
PENETROMETER
MOISTURE /
FILL, Silty SAND, fine to coarse grained, dark brown, with gravel, trace
sand (topsoil fill)
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
M-W
0.15m
Not Encountered
Sandy CLAY, low plasticity, pale brown-orange
MC > PL VSt - H
0.5
0.60m
Testbore TB002 terminated at 0.60 m
Virtual refusal
on weathered sandstone
GEOTECH_SOLUTIONS_03 LIBRARY.GLB Log CGS_TESTHOLE_LOG_02 CGS_2398_ NORTHLAKES ESTATE STAGES 33 & 34.GPJ 10/10/2014 14:06 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: CGS2398 TB002 Page 1 OF 1
CLIENT : Northlakes Pty Ltd C/- McCloy Group
PROJECT : Site Classification
LOCATION : Stage 33 & 34, Northlakes Estate, Cameron Park
TESTBORE LOG
HOLE NO : TB003
PROJECT REF : CGS2398
SHEET : 1 OF 1
EQUIPMENT TYPE : 5.5t Excavator
METHOD : 300 mm Hydraulic Auger
DATE EXCAVATED : 9/9/14
LOGGED BY : BB
CHECKED BY :
STRUCTURE
& Other Observations
400
HAND
PENETROMETER
(kPa)
300
200
100
DYNAMIC
PENETROMETER
CONSISTENCY /
REL DENSITY /
ROCK STRENGTH
MOISTURE /
WEATHERING
MATERIAL DESCRIPTION
Soil Type, plasticity or particle characteristic, colour
Rock Type, grain size, colour
Secondary and minor components
SYMBOL
CLASSIFICATION
GRAPHIC
LOG
DEPTH (m)
SAMPLES &
FIELD TESTS
0.0
FILL, Silty SAND, fine to coarse grained, dark brown, trace clay, trace
organics, trace gravel (topsoil fill)
Not Encountered
GROUND WATER
LEVELS
LOCATION : See Drawing for location
M
0.20m
SANDSTONE, fine to medium grained, pale brown-orange
XW
EL - VL
0.40m
Testbore TB003 terminated at 0.40 m
Virtual refusal
0.5
on weathered sandstone
GEOTECH_SOLUTIONS_03 LIBRARY.GLB Log CGS_TESTHOLE_LOG_02 CGS_2398_ NORTHLAKES ESTATE STAGES 33 & 34.GPJ 10/10/2014 14:06 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: CGS2398 TB003 Page 1 OF 1
CLIENT : Northlakes Pty Ltd C/- McCloy Group
PROJECT : Site Classification
LOCATION : Stage 33 & 34, Northlakes Estate, Cameron Park
TESTBORE LOG
HOLE NO : TB004
PROJECT REF : CGS2398
SHEET : 1 OF 1
EQUIPMENT TYPE : 5.5t Excavator
METHOD : 300 mm Hydraulic Auger
DATE EXCAVATED : 9/9/14
LOGGED BY : BB
CHECKED BY :
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, Silty SAND, fine to coarse grained, trace clay, trace organics
M-W
9
0.20m
SANDSTONE, fine to medium grained, pale yellow-orange
6
Not Encountered
R
0.5
XW
EL
0.80m
Testbore TB004 terminated at 0.80 m
Virtual refusal
on weathered sandstone
GEOTECH_SOLUTIONS_03 LIBRARY.GLB Log CGS_TESTHOLE_LOG_02 CGS_2398_ NORTHLAKES ESTATE STAGES 33 & 34.GPJ 10/10/2014 14:07 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: CGS2398 TB004 Page 1 OF 1
CLIENT : Northlakes Pty Ltd C/- McCloy Group
PROJECT : Site Classification
LOCATION : Stage 33 & 34, Northlakes Estate, Cameron Park
TESTBORE LOG
HOLE NO : TB005
PROJECT REF : CGS2398
SHEET : 1 OF 1
EQUIPMENT TYPE : 5.5t Excavator
METHOD : 300 mm Hydraulic Auger
DATE EXCAVATED : 9/9/14
LOGGED BY : BB
CHECKED BY :
0.05m
STRUCTURE
& Other Observations
400
HAND
PENETROMETER
(kPa)
300
200
100
DYNAMIC
PENETROMETER
MOISTURE /
FILL, Silty SAND, fine to medium grained
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
M
Not Encountered
FILL, Silty CLAY, high plasticity, pale brown-grey, trace sand, gravel &
cobbles
0.20m
U50
MC > PL
0.35m
0.50m
0.5
0.55m
SANDSTONE, fine to medium grained, pale orange-yellow
XW
VL
Testbore TB005 terminated at 0.55 m
Virtual refusal
on weathered sandstone
GEOTECH_SOLUTIONS_03 LIBRARY.GLB Log CGS_TESTHOLE_LOG_02 CGS_2398_ NORTHLAKES ESTATE STAGES 33 & 34.GPJ 10/10/2014 14:07 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: CGS2398 TB005 Page 1 OF 1
CLIENT : Northlakes Pty Ltd C/- McCloy Group
PROJECT : Site Classification
LOCATION : Stage 33 & 34, Northlakes Estate, Cameron Park
TESTBORE LOG
HOLE NO : TB006
PROJECT REF : CGS2398
SHEET : 1 OF 1
EQUIPMENT TYPE : 5.5t Excavator
METHOD : 300 mm Hydraulic Auger
DATE EXCAVATED : 9/9/14
LOGGED BY : BB
CHECKED BY :
FILL, Silty SAND, fine to coarse grained, dark brown, with clay, trace
gravel, trace organics (topsoil fill)
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
2
M-W
3
Not Encountered
0.25m
FILL, Sandy Gravelly CLAY, low to medium plasticity, brown-orange
0.30m
D
9
R
0.5
MC > PL
0.60m
0.80m
Testbore TB006 terminated at 0.80 m
Virtual refusal
on weathered sandstone
GEOTECH_SOLUTIONS_03 LIBRARY.GLB Log CGS_TESTHOLE_LOG_02 CGS_2398_ NORTHLAKES ESTATE STAGES 33 & 34.GPJ 10/10/2014 14:07 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: CGS2398 TB006 Page 1 OF 1
CLIENT : Northlakes Pty Ltd C/- McCloy Group
PROJECT : Site Classification
LOCATION : Stage 33 & 34, Northlakes Estate, Cameron Park
TESTBORE LOG
HOLE NO : TB007
PROJECT REF : CGS2398
SHEET : 1 OF 1
EQUIPMENT TYPE : 5.5t Excavator
METHOD : 300 mm Hydraulic Auger
DATE EXCAVATED : 9/9/14
LOGGED BY : BB
CHECKED BY :
FILL, Gravelly SAND, fine to coarse grained, dark brown, with silt &
organics (topsoil fill)
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
1
M-W
2
0.25m
FILL, Silty CLAY, medium to high plasticity, with sand & gravel
Not Encountered
6
0.5
MC > PL
7
8
0.80m
Silty CLAY, medium plasticity, pale grey mottled orange, with sand, trace
roots
12
MC > PL
St
10
1.00m
1.0
R
Sandy CLAY, low plasticity, mottled orange & grey
MC = PL
VSt
1.20m
GEOTECH_SOLUTIONS_03 LIBRARY.GLB Log CGS_TESTHOLE_LOG_02 CGS_2398_ NORTHLAKES ESTATE STAGES 33 & 34.GPJ 10/10/2014 14:07 8.30.003
Testbore TB007 terminated at 1.20 m
Virtual refusal
on weathered sandstone
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: CGS2398 TB007 Page 1 OF 1
CLIENT : Northlakes Pty Ltd C/- McCloy Group
PROJECT : Site Classification
LOCATION : Stage 33 & 34, Northlakes Estate, Cameron Park
TESTBORE LOG
HOLE NO : TB008
PROJECT REF : CGS2398
SHEET : 1 OF 1
EQUIPMENT TYPE : 5.5t Excavator
METHOD : 300 mm Hydraulic Auger
DATE EXCAVATED : 9/9/14
LOGGED BY : BB
CHECKED BY :
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 SAND, fine to coarse, pale brown-yellow, trace cobbles
Not Encountered
D-M
0.50m
0.5
Silty Sandy CLAY, medium plasticity, pale brown-grey mottled orange,
trace roots
HP In-situ > 500 kPa
MC = PL
H
0.80m
Testbore TB008 terminated at 0.80 m
Virtual refusal
on weathered siltstone
GEOTECH_SOLUTIONS_03 LIBRARY.GLB Log CGS_TESTHOLE_LOG_02 CGS_2398_ NORTHLAKES ESTATE STAGES 33 & 34.GPJ 10/10/2014 14:07 8.30.003
1.0
1.5
2.0
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: CGS2398 TB008 Page 1 OF 1
CLIENT : Northlakes Pty Ltd C/- McCloy Group
PROJECT : Site Classification
LOCATION : Stage 33 & 34, Northlakes Estate, Cameron Park
TESTBORE LOG
HOLE NO : TB009
PROJECT REF : CGS2398
SHEET : 1 OF 1
EQUIPMENT TYPE : 5.5t Excavator
METHOD : 300 mm Hydraulic Auger
DATE EXCAVATED : 9/9/14
LOGGED BY : BB
CHECKED BY :
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, Silty CLAY, medium plasticity, brown, with sand & gravel, trace
boulder (topsoil fill)
4
D-M
21
0.35m
Not Encountered
Silty Sandy CLAY, medium to high plasticity, pale grey-brown mottled
orange, trace roots
9
0.5
4
MC > PL
7
10
0.90m
SILTSTONE, grey
XW
1.00m
GEOTECH_SOLUTIONS_03 LIBRARY.GLB Log CGS_TESTHOLE_LOG_02 CGS_2398_ NORTHLAKES ESTATE STAGES 33 & 34.GPJ 10/10/2014 14:07 8.30.003
1.0
Testbore TB009 terminated at 1.00 m
Virtual refusal
on weathered siltstone
1.5
2.0
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: CGS2398 TB009 Page 1 OF 1
CLIENT : Northlakes Pty Ltd C/- McCloy Group
PROJECT : Site Classification
LOCATION : Stage 33 & 34, Northlakes Estate, Cameron Park
TESTBORE LOG
HOLE NO : TB010
PROJECT REF : CGS2398
SHEET : 1 OF 1
EQUIPMENT TYPE : 5.5t Excavator
METHOD : 300 mm Hydraulic Auger
DATE EXCAVATED : 9/9/14
LOGGED BY : BB
CHECKED BY :
0.05m
0.10m
STRUCTURE
& Other Observations
400
HAND
PENETROMETER
(kPa)
300
200
100
DYNAMIC
PENETROMETER
MOISTURE /
FILL, Gravelly SAND, fine to coarse grained, pale brown-orange
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
M
Silty Clayey SAND, fine to medium grained, brown, trace organics
M-W
Not Encountered
Silty CLAY, medium to high plasticity, pale brown-grey mottled orange,
trace roots
0.20m
HP In-situ > 500 kPa
U50
MC = PL
H
0.5
HP In-situ > 500 kPa
0.57m
0.60m
Testbore TB010 terminated at 0.60 m
Virtual refusal
on weathered siltstone
GEOTECH_SOLUTIONS_03 LIBRARY.GLB Log CGS_TESTHOLE_LOG_02 CGS_2398_ NORTHLAKES ESTATE STAGES 33 & 34.GPJ 10/10/2014 14:07 8.30.003
1.0
1.5
2.0
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: CGS2398 TB010 Page 1 OF 1
CLIENT : Northlakes Pty Ltd C/- McCloy Group
PROJECT : Site Classification
LOCATION : Stage 33 & 34, Northlakes Estate, Cameron Park
TESTBORE LOG
HOLE NO : TB011
PROJECT REF : CGS2398
SHEET : 1 OF 1
EQUIPMENT TYPE : 5.5t Excavator
METHOD : 300 mm Hydraulic Auger
DATE EXCAVATED : 9/9/14
LOGGED BY : BB
CHECKED BY :
STRUCTURE
& Other Observations
400
HAND
PENETROMETER
(kPa)
300
200
100
DYNAMIC
PENETROMETER
CONSISTENCY /
REL DENSITY /
ROCK STRENGTH
MOISTURE /
FILL, Gravelly SAND, fine to coarse grained, dark brown, trace clay, trace
organics (topsoil fill)
WEATHERING
MATERIAL DESCRIPTION
Soil Type, plasticity or particle characteristic, colour
Rock Type, grain size, colour
Secondary and minor components
SYMBOL
CLASSIFICATION
GRAPHIC
LOG
DEPTH (m)
SAMPLES &
FIELD TESTS
0.0
Not Encountered
GROUND WATER
LEVELS
LOCATION : See Drawing for location
M
0.10m
SILTSTONE, pale grey-white
XW
EL - VL
0.25m
Testbore TB011 terminated at 0.25 m
Virtual refusal
on weathered siltstone
0.5
GEOTECH_SOLUTIONS_03 LIBRARY.GLB Log CGS_TESTHOLE_LOG_02 CGS_2398_ NORTHLAKES ESTATE STAGES 33 & 34.GPJ 10/10/2014 14:07 8.30.003
1.0
1.5
2.0
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: CGS2398 TB011 Page 1 OF 1
CLIENT : Northlakes Pty Ltd C/- McCloy Group
PROJECT : Site Classification
LOCATION : Stage 33 & 34, Northlakes Estate, Cameron Park
TESTBORE LOG
HOLE NO : TB012
PROJECT REF : CGS2398
SHEET : 1 OF 1
EQUIPMENT TYPE : 5.5t Excavator
METHOD : 300 mm Hydraulic Auger
DATE EXCAVATED : 9/9/14
LOGGED BY : BB
CHECKED BY :
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, medium plasticity, dark brown, with silt & organics
(topsoil fill)
M
0.30m
0.30m
D
Silty CLAY, low to medium plasticity, pale yellow-grey
Not Encountered
MC > PL
VSt
HP In-situ = 300 kPa
0.40m
0.40m
HP In-situ = 400 kPa
Silty CLAY, low plasticity, dark brown-black (carbonaceous)
0.50m
D
0.5
MC > PL
H
XW
H
HP In-situ = 500 kPa
0.65m
SILTSTONE, pale yellow-grey
1.00m
GEOTECH_SOLUTIONS_03 LIBRARY.GLB Log CGS_TESTHOLE_LOG_02 CGS_2398_ NORTHLAKES ESTATE STAGES 33 & 34.GPJ 10/10/2014 14:07 8.30.003
1.0
Testbore TB012 terminated at 1.00 m
Virtual refusal
on weathered siltstone
1.5
2.0
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: CGS2398 TB012 Page 1 OF 1
CLIENT : Northlakes Pty Ltd C/- McCloy Group
PROJECT : Site Classification
LOCATION : Stage 33 & 34, Northlakes Estate, Cameron Park
TESTBORE LOG
HOLE NO : TB013
PROJECT REF : CGS2398
SHEET : 1 OF 1
EQUIPMENT TYPE : 5.5t Excavator
METHOD : 300 mm Hydraulic Auger
DATE EXCAVATED : 9/9/14
LOGGED BY : BB
CHECKED BY :
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 Silty CLAY, low plasticity, dark brown, with organics (topsoil
fill)
M-W
1
0.15m
Silty CLAY, high plasticity, pale brown mottled red, trace sand
3
3
0.50m
U50
0.5
5
MC > PL
St
6
0.72m
Not Encountered
GEOTECH_SOLUTIONS_03 LIBRARY.GLB Log CGS_TESTHOLE_LOG_02 CGS_2398_ NORTHLAKES ESTATE STAGES 33 & 34.GPJ 10/10/2014 14:07 8.30.003
6
6
1.00m
1.0
Silty CLAY, low to medium plasticity, pale grey-white
7
11
MC > PL St - VSt
1.5
1.70m
Silty CLAY, low plasticity, dark brown
MC < PL
H
2.00m
2.0
Testbore TB013 terminated at 2.00 m
Target depth
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: CGS2398 TB013 Page 1 OF 1
CLIENT : Northlakes Pty Ltd C/- McCloy Group
PROJECT : Site Classification
LOCATION : Stage 33 & 34, Northlakes Estate, Cameron Park
TESTBORE LOG
HOLE NO : TB014
PROJECT REF : CGS2398
SHEET : 1 OF 1
EQUIPMENT TYPE : 5.5t Excavator
METHOD : 300 mm Hydraulic Auger
DATE EXCAVATED : 9/9/14
LOGGED BY : BB
CHECKED BY :
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
Silty SAND, fine to coarse grained, brown, with root fibres
D-M
0.10m
Silty CLAY, high plasticity, pale grey-brown mottled orange, trace roots
HP In-situ = 250 kPa
0.5
Not Encountered
GEOTECH_SOLUTIONS_03 LIBRARY.GLB Log CGS_TESTHOLE_LOG_02 CGS_2398_ NORTHLAKES ESTATE STAGES 33 & 34.GPJ 10/10/2014 14:07 8.30.003
MC > PL St - VSt
HP In-situ = 350 kPa
1.0
1.10m
Silty CLAY, medium plasticity, dark brown (carbonaceous)
1.5
MC = PL
VSt
1.90m
Silty CLAY, low plasticity, pale grey-white
MC > PL VSt - H
2.00m
2.0
Testbore TB014 terminated at 2.00 m
Target depth
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: CGS2398 TB014 Page 1 OF 1
CLIENT : Northlakes Pty Ltd C/- McCloy Group
PROJECT : Site Classification
LOCATION : Stage 33 & 34, Northlakes Estate, Cameron Park
TESTBORE LOG
HOLE NO : TB015
PROJECT REF : CGS2398
SHEET : 1 OF 1
EQUIPMENT TYPE : 5.5t Excavator
METHOD : 300 mm Hydraulic Auger
DATE EXCAVATED : 9/9/14
LOGGED BY : BB
CHECKED BY :
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
TOPSOIL, Silty Sandy CLAY, low to medium plasticity, dark brown, with
organics
5
M-W
0.20m
Silty CLAY, medium to high plasticity
3
4
0.5
3
5
MC > PL St - VSt
Not Encountered
GEOTECH_SOLUTIONS_03 LIBRARY.GLB Log CGS_TESTHOLE_LOG_02 CGS_2398_ NORTHLAKES ESTATE STAGES 33 & 34.GPJ 10/10/2014 14:07 8.30.003
7
9
1.0
1.20m
1.20m
U50
Silty CLAY, low plasticity, mottled pale brown & red
1.46m
1.5
MC = PL VSt - H
1.90m
Silty CLAY, medium plasticity, pale yellow-white
MC > PL
H
2.00m
2.0
Testbore TB015 terminated at 2.00 m
Target depth
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: CGS2398 TB015 Page 1 OF 1
CLIENT : Northlakes Pty Ltd C/- McCloy Group
PROJECT : Site Classification
LOCATION : Stage 33 & 34, Northlakes Estate, Cameron Park
TESTBORE LOG
HOLE NO : TB016
PROJECT REF : CGS2398
SHEET : 1 OF 1
EQUIPMENT TYPE : 5.5t Excavator
METHOD : 300 mm Hydraulic Auger
DATE EXCAVATED : 9/9/14
LOGGED BY : BB
CHECKED BY :
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
Silty CLAY, low plasticity, dark brown, with organics
W
0.30m
Silty CLAY, medium to high plasticity, orange-pale brown, trace sand
Not Encountered
F
0.50m
D
0.5
MC > PL
St - VSt
0.90m
SILTSTONE, pale grey
GEOTECH_SOLUTIONS_03 LIBRARY.GLB Log CGS_TESTHOLE_LOG_02 CGS_2398_ NORTHLAKES ESTATE STAGES 33 & 34.GPJ 10/10/2014 14:07 8.30.003
1.0
XW
EL - L
1.20m
Testbore TB016 terminated at 1.20 m
Virtual refusal
on weathered siltstone
1.5
2.0
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: CGS2398 TB016 Page 1 OF 1
CLIENT : Northlakes Pty Ltd C/- McCloy Group
PROJECT : Site Classification
LOCATION : Stage 33 & 34, Northlakes Estate, Cameron Park
TESTBORE LOG
HOLE NO : TB017
PROJECT REF : CGS2398
SHEET : 1 OF 1
EQUIPMENT TYPE : 5.5t Excavator
METHOD : 300 mm Hydraulic Auger
DATE EXCAVATED : 9/9/14
LOGGED BY : BB
CHECKED BY :
STRUCTURE
& Other Observations
400
HAND
PENETROMETER
(kPa)
300
200
100
DYNAMIC
PENETROMETER
MOISTURE /
TOPSOIL, Silty CLAY, medium plasticity, dark brown-grey, trace root
fibres & gravel
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
M-W
0.10m
Silty CLAY, high plasticity, grey-brown mottled orange, trace root fibres
MC > PL
St
0.5
0.80m
Not Encountered
GEOTECH_SOLUTIONS_03 LIBRARY.GLB Log CGS_TESTHOLE_LOG_02 CGS_2398_ NORTHLAKES ESTATE STAGES 33 & 34.GPJ 10/10/2014 14:07 8.30.003
Silty CLAY, low plasticity, grey-brown, interbedded carbonaceous layers
1.00m
B
1.0
1.30m
MC > PL St - VSt
1.5
1.80m
Silty CLAY, low to medium plasticity, pale grey-white (borderline xw
siltstone)
MC < PL
H
2.00m
2.0
Testbore TB017 terminated at 2.00 m
Target depth
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: CGS2398 TB017 Page 1 OF 1
CLIENT : Northlakes Pty Ltd C/- McCloy Group
PROJECT : Site Classification
LOCATION : Stage 33 & 34, Northlakes Estate, Cameron Park
TESTBORE LOG
HOLE NO : TB018
PROJECT REF : CGS2398
SHEET : 1 OF 1
EQUIPMENT TYPE : 5.5t Excavator
METHOD : 300 mm Hydraulic Auger
DATE EXCAVATED : 9/9/14
LOGGED BY : BB
CHECKED BY :
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, Silty Clayey SAND, fine to coarse grained, dark brown, with
organics
M-W
3
0.15m
FILL, Gravelly CLAY, medium plasticity, with silt & sand
4
MC > PL
St
4
0.40m
Silty CLAY, medium to high plasticity, pale brown-grey mottled orange,
trace sand
0.5
Not Encountered
10
10
MC > PL
VSt
10
1.00m
GEOTECH_SOLUTIONS_03 LIBRARY.GLB Log CGS_TESTHOLE_LOG_02 CGS_2398_ NORTHLAKES ESTATE STAGES 33 & 34.GPJ 10/10/2014 14:07 8.30.003
1.0
SILTSTONE, pale grey-brown
XW
EL - VL
1.30m
Testbore TB018 terminated at 1.30 m
Virtual refusal
on weathered siltstone
1.5
2.0
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: CGS2398 TB018 Page 1 OF 1
CLIENT : Northlakes Pty Ltd C/- McCloy Group
PROJECT : Site Classification
LOCATION : Stage 33 & 34, Northlakes Estate, Cameron Park
TESTBORE LOG
HOLE NO : TB019
PROJECT REF : CGS2398
SHEET : 1 OF 1
EQUIPMENT TYPE : 5.5t Excavator
METHOD : 300 mm Hydraulic Auger
DATE EXCAVATED : 9/9/14
LOGGED BY : BB
CHECKED BY :
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
TOPSOIL, Silty CLAY, low to medium plasticity, dark brown-black
M-W
3
0.15m
Silty CLAY, high plasticity, pale brown-grey mottled orange, trace sand,
trace roots
5
4
0.50m
U50
0.5
MC > PL
St
5
6
0.70m
0.90m
Not Encountered
GEOTECH_SOLUTIONS_03 LIBRARY.GLB Log CGS_TESTHOLE_LOG_02 CGS_2398_ NORTHLAKES ESTATE STAGES 33 & 34.GPJ 10/10/2014 14:07 8.30.003
7
Silty CLAY, low to medium plasticity, mottled pale grey & yellow, trace
rock fragments, trace roots
1.0
MC = PL
VSt
1.5
1.60m
Silty CLAY, low plasticity, dark brown (carbonaceous)
MC > PL VSt - H
1.80m
SILTSTONE, pale grey-white
XW
EL
2.00m
2.0
Testbore TB019 terminated at 2.00 m
Target depth
on weathered siltstone
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: CGS2398 TB019 Page 1 OF 1
CLIENT : Northlakes Pty Ltd C/- McCloy Group
PROJECT : Site Classification
LOCATION : Stage 33 & 34, Northlakes Estate, Cameron Park
TESTBORE LOG
HOLE NO : TB020
PROJECT REF : CGS2398
SHEET : 1 OF 1
EQUIPMENT TYPE : 5.5t Excavator
METHOD : 300 mm Hydraulic Auger
DATE EXCAVATED : 9/9/14
LOGGED BY : BB
CHECKED BY :
0.05m
STRUCTURE
& Other Observations
400
HAND
PENETROMETER
(kPa)
300
200
100
DYNAMIC
PENETROMETER
MOISTURE /
TOPSOIL, Silty Sandy CLAY, low plasticity, dark brown, with organics
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
M-W
Silty CLAY, medium to high plasticity, brown mottled red, trace sand, trace
root fibres
HP In-situ = 500 kPa
MC > PL
H
Not Encountered
0.5
>>
HP In-situ = 600 kPa
0.80m
SILTSTONE, grey
GEOTECH_SOLUTIONS_03 LIBRARY.GLB Log CGS_TESTHOLE_LOG_02 CGS_2398_ NORTHLAKES ESTATE STAGES 33 & 34.GPJ 10/10/2014 14:07 8.30.003
1.0
XW
EL
1.20m
Testbore TB020 terminated at 1.20 m
Virtual refusal
on weathered siltstone
1.5
2.0
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: CGS2398 TB020 Page 1 OF 1
TESTBORE LOG
CLIENT : Northlakes Pty Ltd C/- McCloy Group
PROJECT : Site Classification
LOCATION : Stage 33 & 34, Northlakes Estate, Cameron Park
HOLE NO : TB021
PROJECT REF : CGS2398
SHEET : 1 OF 1
EQUIPMENT TYPE : 5.5t Excavator
METHOD : 300 mm Hydraulic Auger
DATE EXCAVATED : 9/9/14
LOGGED BY : BB
CHECKED BY :
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
TOPSOIL, Silty Sandy CLAY, low to medium plasticity, pale grey-brown,
with root fibres, trace gravel
M-W
0.30m
Silty Sandy CLAY, medium to high plasticity, grey
cobbles present between 0.3-0.4
HP In-situ = 250 kPa
Not Encountered
0.5
MC > PL St - VSt
HP In-situ = 350 kPa
0.90m
SILTSTONE, pale grey-white
GEOTECH_SOLUTIONS_03 LIBRARY.GLB Log CGS_TESTHOLE_LOG_02 CGS_2398_ NORTHLAKES ESTATE STAGES 33 & 34.GPJ 10/10/2014 14:07 8.30.003
1.0
XW
EL
1.30m
Testbore TB021 terminated at 1.30 m
Virtual refusal
on weathered siltstone
1.5
2.0
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: CGS2398 TB021 Page 1 OF 1
CLIENT : Northlakes Pty Ltd C/- McCloy Group
PROJECT : Site Classification
LOCATION : Stage 33 & 34, Northlakes Estate, Cameron Park
TESTBORE LOG
HOLE NO : TB022
PROJECT REF : CGS2398
SHEET : 1 OF 1
EQUIPMENT TYPE : 5.5t Excavator
METHOD : 300 mm Hydraulic Auger
DATE EXCAVATED : 9/9/14
LOGGED BY : BB
CHECKED BY :
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, Silty Clayey SAND, fine to coarse grained, dark brown-black, with
organics
1
W
0.20m
Silty Sandy CLAY, medium plasticity, dark brown-grey, with roots
3
5
0.5
8
MC > PL
St
Not Encountered
6
1.00m
GEOTECH_SOLUTIONS_03 LIBRARY.GLB Log CGS_TESTHOLE_LOG_02 CGS_2398_ NORTHLAKES ESTATE STAGES 33 & 34.GPJ 10/10/2014 14:07 8.30.003
1.0
Silty Sandy CLAY, low plasticity, pale grey-brown, with siltstone fragments
MC = PL St - VSt
1.5
1.60m
SILTSTONE, pale grey-white
XW
EL - VL
1.80m
Testbore TB022 terminated at 1.80 m
Virtual refusal
on weathered siltstone
2.0
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: CGS2398 TB022 Page 1 OF 1
CLIENT : Northlakes Pty Ltd C/- McCloy Group
PROJECT : Site Classification
LOCATION : Stage 33 & 34, Northlakes Estate, Cameron Park
TESTBORE LOG
HOLE NO : TB023
PROJECT REF : CGS2398
SHEET : 1 OF 1
EQUIPMENT TYPE : 5.5t Excavator
METHOD : 300 mm Hydraulic Auger
DATE EXCAVATED : 9/9/14
LOGGED BY : BB
CHECKED BY :
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, Silty Sandy CLAY, dark brown, with organics (topsoil fill)
M-W
0.20m
0.20m
U50
FILL, Gravelly CLAY, medium plasticity, mottled pale brown & dark grey,
with sand, trace cobbles
0.40m
0.5
Not Encountered
MC > PL
GEOTECH_SOLUTIONS_03 LIBRARY.GLB Log CGS_TESTHOLE_LOG_02 CGS_2398_ NORTHLAKES ESTATE STAGES 33 & 34.GPJ 10/10/2014 14:07 8.30.003
1.0
1.10m
Silty CLAY, medium plasticity, mottled grey, brown & orange
MC > PL VSt - H
1.5
1.60m
Testbore TB023 terminated at 1.60 m
Virtual refusal
on weathered siltstone
2.0
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: CGS2398 TB023 Page 1 OF 1
CLIENT : Northlakes Pty Ltd C/- McCloy Group
PROJECT : Site Classification
LOCATION : Stage 33 & 34, Northlakes Estate, Cameron Park
TESTBORE LOG
HOLE NO : TB024
PROJECT REF : CGS2398
SHEET : 1 OF 1
EQUIPMENT TYPE : 5.5t Excavator
METHOD : 300 mm Hydraulic Auger
DATE EXCAVATED : 9/9/14
LOGGED BY : BB
CHECKED BY :
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, Clayey Silty SAND, fine to coarse grained, brown, with organics
1
M
3
0.30m
FILL, Gravelly Silty CLAY, medum plasticity, brown-grey mottled orange &
white, with sand, trace cobbles
9
R
0.5
0.90m
Not Encountered
GEOTECH_SOLUTIONS_03 LIBRARY.GLB Log CGS_TESTHOLE_LOG_02 CGS_2398_ NORTHLAKES ESTATE STAGES 33 & 34.GPJ 10/10/2014 14:07 8.30.003
MC > PL
FILL, Silty CLAY, medium plasticity, mottled brown-grey & orange, trace
gravel & sand
1.0
MC > PL
1.5
2.00m
2.0
Testbore TB024 terminated at 2.00 m
Target depth
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: CGS2398 TB024 Page 1 OF 1
CLIENT : Northlakes Pty Ltd C/- McCloy Group
PROJECT : Site Classification
LOCATION : Stage 33 & 34, Northlakes Estate, Cameron Park
TESTBORE LOG
HOLE NO : TB025
PROJECT REF : CGS2398
SHEET : 1 OF 1
EQUIPMENT TYPE : 5.5t Excavator
METHOD : 300 mm Hydraulic Auger
DATE EXCAVATED : 9/9/14
LOGGED BY : BB
CHECKED BY :
STRUCTURE
& Other Observations
400
HAND
PENETROMETER
(kPa)
300
200
100
DYNAMIC
PENETROMETER
MOISTURE /
FILL, Silty Clayey SAND, fine to coarse grained, dark brown, with
organics (topsoil fill)
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
MC > PL
1
0.10m
FILL, Silty Sandy CLAY, medium to high plasticity, grey-brown mottled
orange
3
MC > PL
St
3
0.50m
0.5
Silty CLAY, low to medium plasticity, mottled pale grey & orange, trace
sand and fine gravel
6
5
Siltstone boulder present @ 0.8 m
GEOTECH_SOLUTIONS_03 LIBRARY.GLB Log CGS_TESTHOLE_LOG_02 CGS_2398_ NORTHLAKES ESTATE STAGES 33 & 34.GPJ 10/10/2014 14:07 8.30.003
Not Encountered
4
4
1.0
MC > PL
St
5
6
6
1.5
10
1.70m
Silty CLAY, low plasticity, dark brown-black (carbonaceous)
MC = PL
H
1.90m
Testbore TB025 terminated at 1.90 m
Virtual refusal
2.0
on weathered siltstone
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: CGS2398 TB025 Page 1 OF 1
CLIENT : Northlakes Pty Ltd C/- McCloy Group
PROJECT : Site Classification
LOCATION : Stage 33 & 34, Northlakes Estate, Cameron Park
TESTBORE LOG
HOLE NO : TB026
PROJECT REF : CGS2398
SHEET : 1 OF 1
EQUIPMENT TYPE : 3.5t Excavator
METHOD : 300 mm Hydraulic Auger
DATE EXCAVATED : 19/9/14
LOGGED BY : KH
CHECKED BY :
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
TOPSOIL: Sandy SILT; brown, fine to medium grained sand, with fine to
medium sub-angular to sub-rounded gravel, with cobbles, trace orangics
15
D
0.20m
Silty CLAY; grey mottled brown, low to medium plasticity, with fine grained
sand
15
Not Encountered
R
MC < PL
0.5
0.70m
SANDSTONE; brown, fine grained sand
HW
VL
0.90m
Testbore TB026 terminated at 0.90 m
Refusal
GEOTECH_SOLUTIONS_03 LIBRARY.GLB Log CGS_TESTHOLE_LOG_02 CGS_2398_ NORTHLAKES ESTATE STAGES 33 & 34.GPJ 10/10/2014 14:07 8.30.003
1.0
on weathered sandstone
1.5
2.0
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: CGS2398 TB026 Page 1 OF 1
CLIENT : Northlakes Pty Ltd C/- McCloy Group
PROJECT : Site Classification
LOCATION : Stage 33 & 34, Northlakes Estate, Cameron Park
TESTBORE LOG
HOLE NO : TB027
PROJECT REF : CGS2398
SHEET : 1 OF 1
EQUIPMENT TYPE : 3.5t Excavator
METHOD : 300 mm Hydraulic Auger
DATE EXCAVATED : 19/9/14
LOGGED BY : KH
CHECKED BY :
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
Silty CLAY; brown mottled grey, low to medium plasticity, trace fine
grained sand
3
Not Encountered
5
MC < PL St - VSt
7
0.5
21
0.70m
SANDSTONE; brown
XW
EL
0.80m
Testbore TB027 terminated at 0.80 m
Refusal
on weathered sandstone
GEOTECH_SOLUTIONS_03 LIBRARY.GLB Log CGS_TESTHOLE_LOG_02 CGS_2398_ NORTHLAKES ESTATE STAGES 33 & 34.GPJ 10/10/2014 14:07 8.30.003
1.0
1.5
2.0
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: CGS2398 TB027 Page 1 OF 1
CLIENT : Northlakes Pty Ltd C/- McCloy Group
PROJECT : Site Classification
LOCATION : Stage 33 & 34, Northlakes Estate, Cameron Park
TESTBORE LOG
HOLE NO : TB028
PROJECT REF : CGS2398
SHEET : 1 OF 1
EQUIPMENT TYPE : 3.5t Excavator
METHOD : 300 mm Hydraulic Auger
DATE EXCAVATED : 19/9/14
LOGGED BY : KH
CHECKED BY :
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 Silty CLAY; grey, with sandstone boulders
1
6
Not Encountered
M
15
0.50m
0.5
SANDSTONE; brown
18
XW - HW
VL
0.70m
Testbore TB028 terminated at 0.70 m
Refusal
on weathered sandstone
GEOTECH_SOLUTIONS_03 LIBRARY.GLB Log CGS_TESTHOLE_LOG_02 CGS_2398_ NORTHLAKES ESTATE STAGES 33 & 34.GPJ 10/10/2014 14:07 8.30.003
1.0
1.5
2.0
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: CGS2398 TB028 Page 1 OF 1
CLIENT : Northlakes Pty Ltd C/- McCloy Group
PROJECT : Site Classification
LOCATION : Stage 33 & 34, Northlakes Estate, Cameron Park
TESTBORE LOG
HOLE NO : TB029
PROJECT REF : CGS2398
SHEET : 1 OF 1
EQUIPMENT TYPE : 3.5t Excavator
METHOD : 300 mm Hydraulic Auger
DATE EXCAVATED : 19/9/14
LOGGED BY : KH
CHECKED BY :
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 Silty CLAY; grey, with sandstone boulders
Not Encountered
M
0.50m
0.5
SANDSTONE; brown
XW - HW
VL
0.70m
Testbore TB029 terminated at 0.70 m
Refusal
on weathered sandstone
GEOTECH_SOLUTIONS_03 LIBRARY.GLB Log CGS_TESTHOLE_LOG_02 CGS_2398_ NORTHLAKES ESTATE STAGES 33 & 34.GPJ 10/10/2014 14:07 8.30.003
1.0
1.5
2.0
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: CGS2398 TB029 Page 1 OF 1
CLIENT : Northlakes Pty Ltd C/- McCloy Group
PROJECT : Site Classification
LOCATION : Stage 33 & 34, Northlakes Estate, Cameron Park
TESTBORE LOG
HOLE NO : TB030
PROJECT REF : CGS2398
SHEET : 1 OF 1
EQUIPMENT TYPE : 3.5t Excavator
METHOD : 300 mm Hydraulic Auger
DATE EXCAVATED : 19/9/14
LOGGED BY : KH
CHECKED BY :
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
Silty Sandy CLAY; low to medium plasticity, grey mottled brown, fine to
medium grained sand
3
MC = PL
F
Not Encountered
0.20m
Sandy CLAY; low to medium plasticity, grey, fine to medium grained sand
8
MC = PL
St
15
R
0.50m
0.5
SANDSTONE: brown, fine to medium grained
HW
VL
0.60m
Testbore TB030 terminated at 0.60 m
Refusal
on weathered sandstone
GEOTECH_SOLUTIONS_03 LIBRARY.GLB Log CGS_TESTHOLE_LOG_02 CGS_2398_ NORTHLAKES ESTATE STAGES 33 & 34.GPJ 10/10/2014 14:07 8.30.003
1.0
1.5
2.0
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: CGS2398 TB030 Page 1 OF 1
CLIENT : Northlakes Pty Ltd C/- McCloy Group
PROJECT : Site Classification
LOCATION : Stage 33 & 34, Northlakes Estate, Cameron Park
TESTBORE LOG
HOLE NO : TB031
PROJECT REF : CGS2398
SHEET : 1 OF 1
EQUIPMENT TYPE : 3.5t Excavator
METHOD : 300 mm Hydraulic Auger
DATE EXCAVATED : 19/9/14
LOGGED BY : KH
CHECKED BY :
D-M
STRUCTURE
& Other Observations
400
HAND
PENETROMETER
(kPa)
300
200
100
DYNAMIC
PENETROMETER
MOISTURE /
TOPSOIL: Silty SAND; grey, fine to medium grained, with fine to medium
sub-angular to sub-rounded gravel
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
L
15
0.10m
Not Encountered
Sandy CLAY; low plasticity, grey mottled brown, fine to medium grained
sand
R
MC < PL
H
HW
EL - VL
HP In-situ > 400 kPa
0.50m
0.5
SANDSTONE; brown
0.70m
Testbore TB031 terminated at 0.70 m
Refusal
on weathered sandstone
GEOTECH_SOLUTIONS_03 LIBRARY.GLB Log CGS_TESTHOLE_LOG_02 CGS_2398_ NORTHLAKES ESTATE STAGES 33 & 34.GPJ 10/10/2014 14:07 8.30.003
1.0
1.5
2.0
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: CGS2398 TB031 Page 1 OF 1
CLIENT : Northlakes Pty Ltd C/- McCloy Group
PROJECT : Site Classification
LOCATION : Stage 33 & 34, Northlakes Estate, Cameron Park
TESTBORE LOG
HOLE NO : TB032
PROJECT REF : CGS2398
SHEET : 1 OF 1
EQUIPMENT TYPE : 3.5t Excavator
METHOD : 300 mm Hydraulic Auger
DATE EXCAVATED : 19/9/14
LOGGED BY : KH
CHECKED BY :
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; low to medium plasticity, grey mottled brown, fine to
medium grained sand, with silt
3
4
Not Encountered
MC = PL
VSt
HP In-situ = 300 - 350 kPa
5
0.5
15
0.60m
SANDSTONE; grey, fine to medium grained
MW
VL
0.80m
Testbore TB032 terminated at 0.80 m
Refusal
on weathered sandstone
GEOTECH_SOLUTIONS_03 LIBRARY.GLB Log CGS_TESTHOLE_LOG_02 CGS_2398_ NORTHLAKES ESTATE STAGES 33 & 34.GPJ 10/10/2014 14:07 8.30.003
1.0
1.5
2.0
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: CGS2398 TB032 Page 1 OF 1
CLIENT : Northlakes Pty Ltd C/- McCloy Group
PROJECT : Site Classification
LOCATION : Stage 33 & 34, Northlakes Estate, Cameron Park
TESTBORE LOG
HOLE NO : TB033
PROJECT REF : CGS2398
SHEET : 1 OF 1
EQUIPMENT TYPE : 3.5t Excavator
METHOD : 300 mm Hydraulic Auger
DATE EXCAVATED : 19/9/14
LOGGED BY : KH
CHECKED BY :
STRUCTURE
& Other Observations
400
HAND
PENETROMETER
(kPa)
300
200
100
L - MD
DYNAMIC
PENETROMETER
CONSISTENCY /
REL DENSITY /
ROCK STRENGTH
D-M
MOISTURE /
SYMBOL
MATERIAL DESCRIPTION
Soil Type, plasticity or particle characteristic, colour
Rock Type, grain size, colour
Secondary and minor components
TOPSOIL: Silty SAND; grey, fine to medium grained, with clay, with fine to
medium sub-angular to sub-rounded gravel
0.20m
0.20m
U50
Not Encountered
WEATHERING
0.0
CLASSIFICATION
GRAPHIC
LOG
DEPTH (m)
SAMPLES &
FIELD TESTS
GROUND WATER
LEVELS
LOCATION : See Drawing for location
Silty CLAY; low plasticity, grey mottled brown, with fine to medium grained
sand
HP In-situ > 400 kPa
0.50m
0.5
MC < PL
H
HW
VL
0.80m
SANDSTONE: grey
1.00m
GEOTECH_SOLUTIONS_03 LIBRARY.GLB Log CGS_TESTHOLE_LOG_02 CGS_2398_ NORTHLAKES ESTATE STAGES 33 & 34.GPJ 10/10/2014 14:07 8.30.003
1.0
Testbore TB033 terminated at 1.00 m
Refusal
on weathered sandstone
1.5
2.0
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: CGS2398 TB033 Page 1 OF 1
CLIENT : Northlakes Pty Ltd C/- McCloy Group
PROJECT : Site Classification
LOCATION : Stage 33 & 34, Northlakes Estate, Cameron Park
TESTBORE LOG
HOLE NO : TB034
PROJECT REF : CGS2398
SHEET : 1 OF 1
EQUIPMENT TYPE : 3.5t Excavator
METHOD : 300 mm Hydraulic Auger
DATE EXCAVATED : 19/9/14
LOGGED BY : KH
CHECKED BY :
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: Silty Clayey SAND; grey, fine to medium grained
8
W
L
0.20m
Silty CLAY; low plasticity, grey mottled brown, with fine to medium grained
sand
15
HP In-situ > 400 kPa
Not Encountered
17
0.5
MC < PL
1.00m
1.0
GEOTECH_SOLUTIONS_03 LIBRARY.GLB Log CGS_TESTHOLE_LOG_02 CGS_2398_ NORTHLAKES ESTATE STAGES 33 & 34.GPJ 10/10/2014 14:07 8.30.003
H
SANDSTONE: grey mottled brown, fine to medium grained
EL
HW
VL - L
1.10m
Testbore TB034 terminated at 1.10 m
Refusal
on weathered sandstone
1.5
2.0
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: CGS2398 TB034 Page 1 OF 1
CLIENT : Northlakes Pty Ltd C/- McCloy Group
PROJECT : Site Classification
LOCATION : Stage 33 & 34, Northlakes Estate, Cameron Park
TESTBORE LOG
HOLE NO : TB035
PROJECT REF : CGS2398
SHEET : 1 OF 1
EQUIPMENT TYPE : 3.5t Excavator
METHOD : 300 mm Hydraulic Auger
DATE EXCAVATED : 19/9/14
LOGGED BY : KH
CHECKED BY :
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; low to medium plasticity, grey mottled brown, fine to
medium grained sand
8
MC < PL
St
0.20m
Silty CLAY; low to medium plasticity, grey mottled brown, with fine to
medium grained sand
15
0.30m
R
U50
HP In-situ > 400 kPa
0.45m
MC < PL
H
MC < PL
H
XW
EL
Not Encountered
0.5
0.80m
Sandy CLAY; low to medium plasticity, grey mottled brown, fine to
medium grained sand
GEOTECH_SOLUTIONS_03 LIBRARY.GLB Log CGS_TESTHOLE_LOG_02 CGS_2398_ NORTHLAKES ESTATE STAGES 33 & 34.GPJ 10/10/2014 14:07 8.30.003
1.0
1.10m
SANDSTONE; brown, fine to medium grained
1.30m
Testbore TB035 terminated at 1.30 m
Refusal
on weathered sandstone
1.5
2.0
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: CGS2398 TB035 Page 1 OF 1
TESTBORE LOG
CLIENT : Northlakes Pty Ltd C/- McCloy Group
PROJECT : Site Classification
LOCATION : Stage 33 & 34, Northlakes Estate, Cameron Park
HOLE NO : TB036
PROJECT REF : CGS2398
SHEET : 1 OF 1
EQUIPMENT TYPE : 3.5t Excavator
METHOD : 300 mm Hydraulic Auger
DATE EXCAVATED : 19/9/14
LOGGED BY : KH
CHECKED BY :
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
TOPSOIL: Silty Clayey SAND; grey, fine to medium grained
W
L
2
0.10m
Silty Sandy CLAY; low to medium plasticity, grey mottled brown, fine
grained
St
3
Not Encountered
HP In-situ > 400 kPa
5
MC > PL St - VSt
0.5
8
R
H
0.80m
SANDSTONE; grey mottled brown
XW
EL
0.90m
Testbore TB036 terminated at 0.90 m
Refusal
GEOTECH_SOLUTIONS_03 LIBRARY.GLB Log CGS_TESTHOLE_LOG_02 CGS_2398_ NORTHLAKES ESTATE STAGES 33 & 34.GPJ 10/10/2014 14:07 8.30.003
1.0
on weathered sandstone
1.5
2.0
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: CGS2398 TB036 Page 1 OF 1
TESTBORE LOG
CLIENT : Northlakes Pty Ltd C/- McCloy Group
PROJECT : Site Classification
LOCATION : Stage 33 & 34, Northlakes Estate, Cameron Park
HOLE NO : TB037
PROJECT REF : CGS2398
SHEET : 1 OF 1
EQUIPMENT TYPE : 3.5t Excavator
METHOD : 300 mm Hydraulic Auger
DATE EXCAVATED : 19/9/14
LOGGED BY : KH
CHECKED BY :
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
TOPSOIL: Silty Clayey SAND; grey, fine to medium grained
D
L
0.10m
Silty CLAY; low to medium plasticity, grey mottled brown
St
HP In-situ = 300 kPa
Not Encountered
VSt
MC = PL
HP In-situ > 450 kPa
0.5
H
0.80m
SANDSTONE: grey mottled brown
XW
1.00m
1.0
GEOTECH_SOLUTIONS_03 LIBRARY.GLB Log CGS_TESTHOLE_LOG_02 CGS_2398_ NORTHLAKES ESTATE STAGES 33 & 34.GPJ 10/10/2014 14:07 8.30.003
EL
Testbore TB037 terminated at 1.00 m
Refusal
on weathered sandstone
1.5
2.0
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: CGS2398 TB037 Page 1 OF 1
CLIENT : Northlakes Pty Ltd C/- McCloy Group
PROJECT : Site Classification
LOCATION : Stage 33 & 34, Northlakes Estate, Cameron Park
TESTBORE LOG
HOLE NO : TB038
PROJECT REF : CGS2398
SHEET : 1 OF 1
EQUIPMENT TYPE : 3.5t Excavator
METHOD : 300 mm Hydraulic Auger
DATE EXCAVATED : 19/9/14
LOGGED BY : KH
CHECKED BY :
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
TOPSOIL: Silty Clayey SAND; grey, fine to medium grained
D
L
2
0.10m
Silty CLAY; low to medium plasticity, grey mottled brown, trace fine
grained sand
0.20m
U50
3
MC > PL
VSt
4
0.40m
Not Encountered
0.5
4
0.60m
R
Sandy CLAY; low to medium plasticity, grey mottled brown, fine to
medium grained sand, with silt
MC > PL
H
XW
EL
GEOTECH_SOLUTIONS_03 LIBRARY.GLB Log CGS_TESTHOLE_LOG_02 CGS_2398_ NORTHLAKES ESTATE STAGES 33 & 34.GPJ 10/10/2014 14:07 8.30.003
1.0
1.10m
SANDSTONE: brown
1.20m
Testbore TB038 terminated at 1.20 m
Refusal
on weathered sandstone
1.5
2.0
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: CGS2398 TB038 Page 1 OF 1
CLIENT : Northlakes Pty Ltd C/- McCloy Group
PROJECT : Site Classification
LOCATION : Stage 33 & 34, Northlakes Estate, Cameron Park
TESTBORE LOG
HOLE NO : TB039
PROJECT REF : CGS2398
SHEET : 1 OF 1
EQUIPMENT TYPE : 3.5t Excavator
METHOD : 300 mm Hydraulic Auger
DATE EXCAVATED : 19/9/14
LOGGED BY : KH
CHECKED BY :
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
TOPSOIL: Silty Clayey SAND; grey, fine to medium grained
D
L
MC > PL
VSt
MC > PL
H
XW
EL
0.10m
Silty CLAY; low to medium plasticity, grey mottled brown, trace fine
grained sand
Not Encountered
0.5
0.60m
Sandy CLAY; low to medium plasticity, grey mottled brown, fine to
medium grained sand, with silt
GEOTECH_SOLUTIONS_03 LIBRARY.GLB Log CGS_TESTHOLE_LOG_02 CGS_2398_ NORTHLAKES ESTATE STAGES 33 & 34.GPJ 10/10/2014 14:07 8.30.003
1.0
1.10m
SANDSTONE: brown
1.20m
Testbore TB039 terminated at 1.20 m
Refusal
on weathered sandstone
1.5
2.0
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: CGS2398 TB039 Page 1 OF 1
CLIENT : Northlakes Pty Ltd C/- McCloy Group
PROJECT : Site Classification
LOCATION : Stage 33 & 34, Northlakes Estate, Cameron Park
TESTBORE LOG
HOLE NO : TB040
PROJECT REF : CGS2398
SHEET : 1 OF 1
EQUIPMENT TYPE : 3.5t Excavator
METHOD : 300 mm Hydraulic Auger
DATE EXCAVATED : 19/9/14
LOGGED BY : KH
CHECKED BY :
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 Gravelly CLAY, low to medium plasticity, brown, fine to
medium sub-angular to sub-rounded gravel, fine to coarse grained sand
1
MC = PL
2
2
0.40m
FILL: Silty CLAY; low to medium plasticity, brown
Not Encountered
0.5
MC = PL
7
0.60m
Silty CLAY: low to medium plasticity, brown mottled grey
9
MC = PL
VSt
XW
EL
GEOTECH_SOLUTIONS_03 LIBRARY.GLB Log CGS_TESTHOLE_LOG_02 CGS_2398_ NORTHLAKES ESTATE STAGES 33 & 34.GPJ 10/10/2014 14:07 8.30.003
1.0
1.10m
SANDSTONE: brown
1.20m
Testbore TB040 terminated at 1.20 m
Refusal
on weathered sandstone
1.5
2.0
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: CGS2398 TB040 Page 1 OF 1
CLIENT : Northlakes Pty Ltd C/- McCloy Group
PROJECT : Site Classification
LOCATION : Stage 33 & 34, Northlakes Estate, Cameron Park
TESTBORE LOG
HOLE NO : TB041
PROJECT REF : CGS2398
SHEET : 1 OF 1
EQUIPMENT TYPE : 3.5t Excavator
METHOD : 300 mm Hydraulic Auger
DATE EXCAVATED : 19/9/14
LOGGED BY : KH
CHECKED BY :
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: Silty Sandy CLAY; low plasticity, brown, fine to coarse grained sand,
with fine to coarse sub-angular to sub-rounded gravel, trace cobbles
3
4
11
0.5
8
15
Not Encountered
MC = PL
GEOTECH_SOLUTIONS_03 LIBRARY.GLB Log CGS_TESTHOLE_LOG_02 CGS_2398_ NORTHLAKES ESTATE STAGES 33 & 34.GPJ 10/10/2014 14:07 8.30.003
1.0
1.50m
1.5
Silty CLAY; low plasticity, grey mottled brown, with fine grained sand
MC = PL
1.80m
Testbore TB041 terminated at 1.80 m
Target depth
2.0
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: CGS2398 TB041 Page 1 OF 1
TESTBORE LOG
CLIENT : Northlakes Pty Ltd C/- McCloy Group
PROJECT : Site Classification
LOCATION : Stage 33 & 34, Northlakes Estate, Cameron Park
HOLE NO : TB042
PROJECT REF : CGS2398
SHEET : 1 OF 1
EQUIPMENT TYPE : 3.5t Excavator
METHOD : 300 mm Hydraulic Auger
DATE EXCAVATED : 19/9/14
LOGGED BY : KH
CHECKED BY :
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 Silty CLAY; low to medium plasticity, brown, fine to medium
grained sand, with fine to medium sub-angular to sub-rounded gravel
3
2
4
0.5
Not Encountered
7
8
MC = PL
8
7
GEOTECH_SOLUTIONS_03 LIBRARY.GLB Log CGS_TESTHOLE_LOG_02 CGS_2398_ NORTHLAKES ESTATE STAGES 33 & 34.GPJ 10/10/2014 14:07 8.30.003
1.0
15
19
1.40m
SANDSTONE: grey mottled brown
XW
EL
1.50m
1.5
Testbore TB042 terminated at 1.50 m
Refusal
on weathered sandstone
2.0
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: CGS2398 TB042 Page 1 OF 1
CLIENT : Northlakes Pty Ltd C/- McCloy Group
PROJECT : Site Classification
LOCATION : Stage 33 & 34, Northlakes Estate, Cameron Park
TESTBORE LOG
HOLE NO : TB043
PROJECT REF : CGS2398
SHEET : 1 OF 1
EQUIPMENT TYPE : 3.5t Excavator
METHOD : 300 mm Hydraulic Auger
DATE EXCAVATED : 19/9/14
LOGGED BY : KH
CHECKED BY :
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: Clayey Silty SAND; brown, fine to medium grained
3
4
D-M
7
0.50m
0.5
Not Encountered
FILL: Clayey Silty SAND; dark brown mottled white, fine to medium
grained (or Silty Sandy CLAY)
11
10
MC = PL
8
GEOTECH_SOLUTIONS_03 LIBRARY.GLB Log CGS_TESTHOLE_LOG_02 CGS_2398_ NORTHLAKES ESTATE STAGES 33 & 34.GPJ 10/10/2014 14:07 8.30.003
12
1.00m
1.0
FILL: Silty Sandy CLAY; low plasticity, brown, fine to medium grained
sand, with fine gravel
10
MC = PL
15
1.30m
Silty CLAY; low plasticity, brown, some organics
R
MC = PL VSt - H
1.50m
1.5
Testbore TB043 terminated at 1.50 m
Refusal
2.0
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: CGS2398 TB043 Page 1 OF 1
Report on Site ClassificationCGS2398-002/0
Northlakes Estate Stage 33 & 34, Cameron Park
Prepared for Northlakes Pty Ltd C/- McCloy Group Pty Ltd
APPENDIX C
CSIRO INFORMATION SHEET BTF 18
CGS2398-002.0
October 2014
Cardno Geotech Solutions
12
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
C S I R O P U B L I S H I N G PO Box 1139, Collingwood 3066, Australia
Freecall 1800 645 051
Tel (03) 9662 7666
Fax (03) 9662 7555
www.publish.csiro.au
Email: [email protected]
© CSIRO 2003. Unauthorised copying of this Building Technology file is prohibited