Φ
GEOTECHNICAL INVESTIGATION
IRONBARK RIDGE - STAGE 2A, 3B & 5
MUSWELLBROOK
ASHTONFIELD
Prepared for
McCloy Group
Prepared by
Geotech Solutions Pty Ltd
GS Ref: 928-002/0
July 2011
Geotech Solutions
Geotech Solutions Pty Ltd
ABN: 18 125 808 620
P.O Box 4224, Edgeworth 2285
Unit 4/5 Arunga Dr, Beresfield 2322
[P] 0249 494300
[F] 0249 660485
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McCloy Group Pty Ltd Φ Geotech Solutions Pty Ltd
Geotechnical Investigation Stage 2a,3b & 5 Ironbark Ridge, Muswellbrook GS ref: 928-002/0 July 2011
Contents
1 INTRODUCTION .......................................................................................................... 1
2 SITE DESCRIPTION ....................................................................................................... 2
3 FIELD AND LABORATORY INVESTIGATION ..................................................................... 2
4 INVESTIGATION FINDINGS ........................................................................................... 3
4.1 REGIONAL GEOLOGY ............................................................................................ 3
4.2 FIELD INVESTIGATION ........................................................................................... 3
4.3 LABORATORY TEST RESULTS ................................................................................... 5
5 DISCUSSION AND RECOMMENDATIONS ....................................................................... 6
5.1 PAVEMENT DESIGN .............................................................................................. 6
5.1.1 DESIGN TRAFFIC LOADINGS ....................................................................... 6
5.1.2 SUBGRADE CONDITIONS ........................................................................... 6
5.1.3 SUBSOIL DRAINAGE ................................................................................ 7
5.1.4 EXPANSIVE SOILS ................................................................................... 8
5.1.5 PAVEMENT COMPOSITIONS ....................................................................... 8
5.1.6 SUBGRADE PREPARATION ....................................................................... 10
5.1.7 PAVEMENT CONSTRUCTION ..................................................................... 11
6 DETENTION BASIN .................................................................................................... 12
7 DISCUSSION ............................................................................................................. 12
8 LIMITATIONS ............................................................................................................ 12
REFERENCES ...................................................................................................................... 13
APPENDIX A
DRAWINGS
APPENDIX B
ENGINEERING LOGS
GENERAL SOIL DESCRIPTION SHEET
APPENDIX C
LABORATORY TEST RESULTS
Φ Geotech Solutions
Geotech Solutions Pty Ltd
ABN: 18 125 808 620
P.O Box 4224, Edgeworth 2285
Unit 4/5 Arunga Dr, Beresfield 2322
[P] 0249 494300
[F] 0249 660485
GS928-002/0
13 July 2011
McCloy Group Pty Ltd PO Box 2214. Dangar NSW 2309
Attention: Shane Boslem
GEOTECHNICAL INVESTIGATION
IRONBARK RIDGE- STAGES 2, 3B & 5
MUSWELLBROOK
1 INTRODUCTION
This report presents the findings of pavement thickness investigation undertaken for the
McCloy Group associated with Stages 2, 3B & 5 of the residential subdivision known as
Ironbark Ridge, Muswellbrook.
The investigation was required in order to provide comment on the existing subgrade
conditions in the proposed subdivision road alignments, including pavement thickness
design and general issues regarding construction and earthworks.
For the purpose of the investigation plan and long section design drawings, MM Hyndes
Bailey & Co. Ref 205116 dated June 2011 were supplied by the client.
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McCloy Group Pty Ltd Φ Geotech Solutions Pty Ltd
Geotechnical Investigation Stage 2a,3b & 5 Ironbark Ridge, Muswellbrook GS ref: 928-002/0 July 2011
2 SITE DESCRIPTION
The proposed development encompasses Stages 2, 3B & 5 of Ironbark Ridge residential
estate and comprises the part construction of sections of four (4) rural residential roads.
Construction will comprise approximately 1500 m of pavement and fifty one (51)
rural/residential lots. Stage 2, 3B & 5 are located to the south of Ironbark Road adjacent
stages 2A and 3C of the Ironbark Ridge Estate.
Topographically the site is located within regionally gentle to moderately undulating terrain
with slopes falling to the south west. The alignment of the proposed roads 2, 5 & 7 are
oriented generally parallel to the site slopes with while Road 3 is located towards the base
and generally perpendicular to the predominate site slopes. Roads 2 and 7 follow ridgelines
and road 5 follows a gully. Some rock outcrops were noted at the higher elevations in Road
2 and on the southern end of Road 3 & 7. Road 3 traverses a small rural dam around the
intersection with Road 3, at approximate CH 520.
Vegetation predominately comprised cleared open pasture, with thick grass cover along
with some mature native trees. Isolated thicker vegetation was noted predominately within
the southern end of Roads 3 & 7.
Surface drainage would be expected to follow surface contours, falling either side of the
ridgeline along Roads 2 and 7, with the majority of surface drainage eventually draining
south-westerly to a proposed detention basin in Stage 5.
Existing fill areas were noted during fieldwork and comprised contour drains in the natural
gully in the Road 5 alignment and the dam wall construction in Road 3. Stockpiled spoil
material understood to have been generated from previous stages was observed at the top
of the Road 5 alignment. A backfilled trench associated with the sewer installation was also
noted along the Road 3 alignment.
3 FIELD AND LABORATORY INVESTIGATION
Field investigation work was undertaken on 2 May 2011 and involved excavation of twelve
(12) test pits (TP100-TP111) at the following locations:
TP100-TP108, TP110 and TP111 at locations along the proposed road alignment to
characterize subgrade conditions with samples collected for laboratory testing at
assumed subgrade depth; and
Test pits TP109 at the proposed detention basin in Stage 5.
A Komatsu 4t mini excavator with a 300mm toothed bucket was utilised for the excavation
of test pits to a target depth of 1.5m in the road alignments and 2m in the detention basin.
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The approximate locations of test pits TP100-TP111 is shown on Drawing 1 attached as
Appendix A. The results of field investigation are summarised in Section 4.2 with detailed
logs attached in Appendix B.
Laboratory analysis comprised testing of samples recovered from test pits at approximate
subgrade depths in the road alignments. Details of the laboratory testing are shown on the
test results sheets attached in Appendix C and results are summarised in Section 4.3.
4 INVESTIGATION FINDINGS
4.1 REGIONAL GEOLOGY
Reference to the Hunter Coalfields Regional Geology Map, Geological series sheet 9033 and
part of 9133, 9032 and 9132 Second Edition 1993, indicates that the site is located within
the Middle Permian Age rock of the Greta Coal Measures in the vicinity of the Rowan
Formation. The formation is known to comprise rock types and soils derived from coal
seams, siltstone and sandstone.
4.2 FIELD INVESTIGATION
At the time of the field investigation, natural surface conditions across the site were
generally characterised by sandy/clayey silt, silty sand and silty clay topsoil materials,
overlying residual silty clays to silty sandy clays.
The majority of the pits were terminated in hard silty clay which was grading to an
extremely weathered extremely low strength siltstone or sandstone. While the excavator
encountered greater digging resistance it was not refused. So while rock structure was
evident, the material encountered prior to termination depth could be considered as a soil
for excavation purposes.
A general summary of the subsurface conditions encountered in the test pits is shown in
Table 1.
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Table 1 - Summary of subsurface conditions encountered in test pits
Test
pit
Road &
Chainage
Topsoil
Depth
(m)
Depth to
rock (m)
Practical
Refusal
(m)
Summary of subsurface profile
TP100 RD 3
/Ch240 0.15 0.70 – Topsoil; Sandy Silty CLAY; SANDSTONE/SILTSTONE
TP101 RD 3
/Ch330 0.40
(1) – Cobbles & gravel; Sandy Silty CLAY;
TP102 RD 3 /Ch430
– 0.7 0.70 Fill (Silty CLAY); Silty Sandy CLAY; SANDSTONE
TP103 RD 3 /Ch540
0.05 1.70(1)
– Topsoil; Silty Sand; Silty CLAY; Silty CLAY
TP104 RD 3 /Ch690
0.15 (1)
– Topsoil; Silty CLAY; Silty CLAY
TP105 RD 3 /Ch810
0.10 1.5(1)
– Topsoil; Sandy Silt; Silty CLAY; SANDSTONE
TP106 RD 2 /Ch125
0.10 0.6-1.4(2)
– Topsoil; Silty CLAY; SANDSTONE
TP107 RD 2 /Ch255
0.25 1.50(1)
– Topsoil; Silty CLAY; SANDSTONE
TP108 RD 2 /Ch345
0.23 1.50(1)
– Topsoil; Silty CLAY; SANDSTONE
TP109 Detention
Basin 0.1 – – Topsoil; Sandy Silt; Silty CLAY
TP110 RD
5/Ch209 – – – Silty CLAY
TP111 RD 5 /Ch90
– – – Fill (Silty CLAY); Sandy Silt; Silty CLAY
Notes to Table
(1) Rock structure observed within hard silty clay
(2) Refusal on one end of pit higher than the other
Groundwater was not encountered in any of the test pit locations at the time of the field
investigation. It should be noted that groundwater levels are likely to fluctuate with
variations in climatic conditions.
Table 1 are a general summary of the subsurface conditions encountered in the test pits. For
a more detail description, reference should be made to the report log sheets and
explanatory notes, which are attached in Appendix B. Notwithstanding, the above
conditions across the site could vary from those encountered in the test pits.
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Geotechnical Investigation Stage 2a,3b & 5 Ironbark Ridge, Muswellbrook GS ref: 928-002/0 July 2011
4.3 LABORATORY TEST RESULTS
Details of the laboratory testing conducted on samples obtained from test pits are shown on
the laboratory test results sheets attached in Appendix C, and are summarised in Table 2
and Table 3.
The results of standard compaction and CBR testing undertaken on samples of likely
subgrade soils are summarised in Table 2. Samples were compacted to a target dry density
ratio of 100% Standard at standard optimum moisture content, surcharged with 4.5kg and
soaked for 4 days.
Table 2 - Summary of compaction and CBR test results
Test Pit Depth (m) Soil Type FMC
(%)
SMDD
(t/m3)
SOMC
(%)
CBR
(%)
Swell
(%)
TP100 0.60-0.70 Silty CLAY 12.9 1.57 22.0 5.0 0.7
TP103 0.50-0.60 Silty CLAY 17.9 1.56 23.0 2.0 3.6
TP107 0.40-0.50 Silty CLAY 12.8 1.74 18.0 4.0 0.1
TP110 0.30-0.40 Silty CLAY 12.8 1.80 15.5 3.5 1.8
Notes to Table 2
FMC Field Moisture Content
SMDD Maximum Dry Density (Standard compaction)
SOMC Standard Optimum Moisture Content
CBRCalifornia Bearing Ratio
The results summarised in Table 2 indicate that the field moisture content of the subgrade
materials tested ranged from dry to slightly dry of standard optimum moisture content at
the time of the field investigation. The potential swell indicates the clay soils encountered
are in the slightly to highly expansive range, with the CBR results indicating that the
subgrade is of relatively low strength.
The results of the electrical conductivity (EC) tests undertaken on samples of the residual
silty clay soils encountered in the proposed detention basin are summarised in Table 3.
Table 3 –Summary of EC test results
Test Pit Depth (m) Soil Type EC
(µS/cm)
TP109 0.5 Silty CLAY 138
TP109 1.7 Silty CLAY 238
Notes to Table 2
EC Electrical Conductivity
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For further detail of the laboratory testing, reference should be made to the laboratory test
results sheets attached in Appendix C.
5 DISCUSSION AND RECOMMENDATIONS
5.1 PAVEMENT DESIGN
5.1.1 DESIGN TRAFFIC LOADINGS
Advice on design traffic loadings for the internal roads from Mr Siva Karthigesh , Design
Engineer from Muswellbrook Shire Council (MSC) indicated that the design should be
undertaken in accordance with Table 4 of MSC draft construction specification [Ref 1].
The design traffic loadings for the internal road are shown in Table .
Table 4 - Design Traffic Loadings
Road Name Road Type Design Traffic (ESA’s)
Road 2 Rural/Residential 3 x 105
Road 3 Rural/Residential 3 x 105
Road 5 Rural/Residential 3 x 105
If advice indicates different traffic loadings to those for which pavement design has been
undertaken, the pavement design may need to be reviewed.
5.1.2 SUBGRADE CONDITIONS
Based on the subsurface conditions encountered in the test pits and the supplied long
sections, subgrade conditions across the site of the proposed subdivision are generally
expected to comprise residual clay filling, silty sand, and silty sandy clays over
sandstone/siltstone bedrock. The residual clay soils could generally be expected to be the
critical subgrade materials for the purpose of pavement thickness design. The majority of
the road pavements will be in minor cut or fill.
The results of the laboratory CBR testing (summarised on Table 2) indicated soaked CBR
values in the order of 2.0% to 5.0% for the subgrade materials encountered, when
compacted to 100% relative density using standard compactive effort.
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Geotechnical Investigation Stage 2a,3b & 5 Ironbark Ridge, Muswellbrook GS ref: 928-002/0 July 2011
Taking into consideration the surcharge of the overlying pavement a CBR of 3 % would be
considered appropriate for design. Given the reactivity of the site clays, and the lower CBR
values it is recommended that the subgrade be in-situ stabilised to aid in minimising
reactive movements associated with climatic moisture changes. It is essential that trafficking
of the subgrade be minimised or limited to construction traffic involved in the pavement
construction. While site conditions were dry at the time of the investigation, trafficking of
the subgrade particularly in an elevated moisture state will lead to excessive pore pressure
development and permanent deformation of the subgrade. It is noted from the laboratory
testing that the lower areas of the site and the gully area had higher moisture content than
the more elevated site soils. Similarly silty sands (slopewash) were noted to a depth of 0.4m
in the proposed sag point in Road 3 around Ch540.
While some rock was encountered during test pitting it was not consistent over any
observed length of the proposed pavement alignments and as such, the pavement thickness
design allows for a clay subgrade. Should consistent weathered rock be encountered over
sections of the road the need for lime stabilisation may be reassessed. It should be
appreciated that a lot of the weathered rock in the test pits comprises extremely low
strength siltstone which when reworked will produce a plastic silty clay.
5.1.3 SUBSOIL DRAINAGE
The subgrade should be constructed with sufficient cross fall (normally 3%) to assist with
any moisture entering the pavement not becoming trapped. The pavement design provided
assumes drained pavement conditions.
The selection of appropriate construction materials that are insensitive to moisture change
is essential in areas subject to periodic inundation, even if for relative short periods of time.
It is understood that some sections of the proposed internal pavement will be constructed
such that surface runoff will drain to the lots and will follow natural contours away from the
pavement on both sides of the road (i.e. Road 2 & 7). Provided that the surface water does
not pond adjacent to the road no specific additional subsoil drainage would be required.
However this should be subject to assessment during construction. Subsurface drainage
should be provided to protect the constructed pavements of the remaining roads in
accordance with MSC’s AUS-SPEC[1].
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Geotechnical Investigation Stage 2a,3b & 5 Ironbark Ridge, Muswellbrook GS ref: 928-002/0 July 2011
5.1.4 EXPANSIVE SOILS
CBR test results indicate that the subgrade material is of low strength and the clays have
moderate to high swell potential as defined in Table 5.2 of AUSTROADS 08 [3]. The subgrade
would have substantial potential for volume change due to moisture variations and
strategies to minimise volume change as outline in clause 5.3.5 of AUSTROADS 2008 [3]
should be employed including.
The specific considerations in relation to expansive soils should include but not limited to:
Specification of a moisture content range for preparation of the subgrade;
The need for subsoil drainage to not be located in the expansive soils;
The need for a low permeability lower subbase / select layer;
Recommendation for sealed shoulders and impermeable verge material;
Recommend appropriate construction techniques; and
Reduction of the volume expansion potential of the expansive soils by lime
stabilisation.
It is recommended that the subgrade be lime stabilised to aid in reducing the impact of the
reactive subgrade.
5.1.5 PAVEMENT COMPOSITIONS
Pavement design for the internal roads have been undertaken in accordance with guidelines
indicated in AUSTROADS 2008 AGPT02/08 [Ref 2] and using design chart Figure 8.4 with 95%
confidence level used for calculation of pavement thicknesses.
Two thickness designs based on construction on a CBR 3.0% clay subgrade or a clay
subgrade which is lime stabilised. Pavement compositions for the proposed internal roads
are shown on Table 5 and Table 6. Given the reactivity of the subgrade clay lime
stabilisation would be the preferred option.
The subgrade will require inspection by an experienced geotechnical consultant at
preliminary boxing depth, prior to final trimming of subgrade, in order to assess the
potential requirement for a select layer or localised treatment of soft zones.
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Table 5 - Pavement compositions – proposed internal road
ROAD Road 2 Road 3 Road 5
Wearing Course (mm) Two coat seal Two coat seal Two coat seal
Basecourse (mm) 150 150 150
Subbase (mm) 290 290 290
Total Thickness (mm) 440 440 440
Subgrade (lime stabilised) CBR min 3.0% CBR min 3.0% CBR min 3.0%
Allowable ESAs 3 x 105 3 x 10
5 3 x 10
5
Table 6 - Pavement compositions – proposed internal road (lime stabilised subgrade)
ROAD Road 2 Road 3 Road 5
Wearing Course (mm) Two coat seal Two coat seal Two coat seal
Basecourse (mm) 150 150 150
Subbase (mm) 150 150 150
Lime stabilised
subgrade (mm) 300 300 300
Total Thickness (mm) 600 600 600
Subgrade (lime stabilised) CBR min 7.0% CBR min 7.0% CBR min 7.0%
Allowable ESAs 3 x 105 3 x 10
5 3 x 10
5
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McCloy Group Pty Ltd Φ Geotech Solutions Pty Ltd
Geotechnical Investigation Stage 2a,3b & 5 Ironbark Ridge, Muswellbrook GS ref: 928-002/0 July 2011
The pavement thicknesses shown in Table 6 are based on the assumption of a subgrade CBR
of minimum 7% following stabilisation with hydrated lime. Further testing is required to
confirm actual percentage of lime required; however, based on previous experience, 3% (by
weight) should be satisfactory to achieve the design CBR of 7%.
Table 7 - Pavement Materials and Compaction Requirements
Pavement Course Material Specification Compaction Requirements
Wearing course Material complying MSC’s
AUS-SPEC[1]
Material complying MSC’s
AUS-SPEC[4]
Basecourse
High quality crushed rock or base
quality gravel
Material complying with Clause 5.17 MSC’s
AUS-SPEC[1]CBR 80%
PI 6%
Min 98% Modified (AS 1289 5.2.1)
Sub-base
Sub-base quality gravel
Material complying with Clause 5.17 MSC’s
AUS-SPEC[1] CBR 30%
PI 12%
Min 95% Modified (AS 1289 5.2.1)
Fill
Select subgrade or subgrade
replacement
CBR 7% minimum Min 100% Standard (AS 1289
5.1.1)
Subgrade Min CBR 3.0% or 7% when lime stabilised Min 100% Standard (AS 1289
5.1.1)
Notes to Table
CBR California Bearing Ratio
PI Plasticity index
The moisture regime associated with a pavement has a significant influence on the
performance of the pavement since the stiffness /strength of the pavement materials and
subgrade is very dependent on the moisture content of the materials. Accordingly, to
protect the pavement materials and subgrade from wetting up and softening, particular
care would be required to provide a waterproof seal for the pavement materials and
adequate surface and sub-surface drainage of the pavement and adjacent area.
5.1.6 SUBGRADE PREPARATION
Subgrade preparation for pavement formation for new pavements could generally be
expected to comprise the following:
Removal of topsoil, existing filling and slopewash and excavation (where required) to
subgrade formation level, with the spoiling of any deleterious material;
Proof rolling of the exposed subgrade with a heavy (minimum 10 tonne static) roller.
Any soft or weak areas detected during the proof rolling should be excavated and
replaced with a suitable compacted fill / subgrade replacement. Depending on the
depth below design subgrade levels some areas of unsuitable material could be
expected around the Road 3/5 intersection;
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McCloy Group Pty Ltd Φ Geotech Solutions Pty Ltd
Geotechnical Investigation Stage 2a,3b & 5 Ironbark Ridge, Muswellbrook GS ref: 928-002/0 July 2011
It is anticipated that some area of the subgrade may contain coarser gravel and rock
fragments which may need to be removed prior to In-situ stabilisation;
In-situ stabilisation to comprise spreading of the lime uniformly over the full
formation width to the target percentage by weight. Undertake at least two passes
with a dedicated insitu pulvi-mixer to achieve satisfactory mixing;
Compaction of the subgrade to achieve a minimum dry density ratio of 100%
Standard;
Protection of subgrade to prevent any excessive wetting or drying of the subgrade;
and
Formation of the pavement in accordance with the above recommendations and
specifications.
Based on the supplied long sections the design pavement levels are generally above existing
surface levels. While some coarser gravel or rock fragments are likely to be encountered,
uniform rock is not expected to be encountered during pavement construction. However,
given the variation in rock levels and strength in the test pits, there still is some potential for
rock to be encountered. Rock encountered at subgrade levels should be treated by ripping
to a minimum depth of 300mm below subgrade formation level and compaction of the
ripped rock subgrade to achieve a minimum dry density ratio of 100% Standard.
Any abrupt changes between subgrade conditions, such as transition from rock subgrade to
soil subgrade or sand / clayey sand (extremely weathered decomposed sandstone)
subgrade, should be eliminated during subgrade preparation. This could be expected to
involve subgrade preparation practices such as selective grading or mixing of material to
provide a transition between material types and moisture / density control of subgrade
compaction. This is particularly relevant where gravelly bands/pebbly sandstone are
observed, as they will provide potential pathways for groundwater to enter the pavement.
Particular care should be taken in the choice of compaction equipment and methods where
pavement construction is to be undertaken in the vicinity of existing residences.
Observation and monitoring of existing adjacent residences for any signs of distress should
be undertaken in conjunction with proof rolling and compaction of the subgrade and
pavement materials.
5.1.7 PAVEMENT CONSTRUCTION
Pavements should be constructed in accordance with the requirements of MSC’s AUS-
SPEC[1]., using recommendations in Section 5 of this report. Where recommendations differ
from MCC guidelines to that shown in this report, council requirements should take
precedence or clarification sought.
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McCloy Group Pty Ltd Φ Geotech Solutions Pty Ltd
Geotechnical Investigation Stage 2a,3b & 5 Ironbark Ridge, Muswellbrook GS ref: 928-002/0 July 2011
6 DETENTION BASIN
It is understood that a detention basin is proposed for construction as part of Stage 5. A
single test pit TP009 was excavated in the pegged centre of the proposed basin. A residual
clay soil was encountered over the 2m depth of the test pit.
Samples of the surficial soil and deeper soil profile were tested in the Laboratory for EC with
the results indicating soils have an ECe of less than 2 dS/m and therefore non saline.
At the time of investigation limited information was available in relation to the proposed
basin or its design Excavations for the proposed basin could be readily undertaken using
conventional excavation equipment. The design and construction of the basin should be
undertaken in accordance with the requirements of MSC’s AUS-SPEC[1].
7 DISCUSSION
A pavement design has been provided for the internal roads on the basis of construction on
clay subgrade with two options detailed. Given potential reactivity issues it is
recommended that the lime stabilised subgrade option be adopted. Due to the reactivity of
the subgrade, which is in the moderate to highly expansive classification range as defined in
Table 5.2 of Austroads 2008 [3], reference should be made to design consideration outlined
in Section 5.1.4 of this report. Subgrade inspection should be undertaken during boxing as it
is anticipated that subgrade conditions will vary along the various roads with some bands of
gravelly or weathered rock expected and additional treatment may be required.
8 LIMITATIONS
The extent of testing associated with the site classifications is limited to discrete test pit
locations, and variations in ground conditions can occur between and away from such
locations. Site classifications are based on the presumption of similar subsurface conditions
between test pits location. A geotechnical consultant or qualified engineer should inspect
footing and excavation to confirm assumed conditions in this assessment. If subsurface
conditions encountered during construction differ from those given in this report, further
advice should be sought without delay.
This report and associated documentation and the information herein have been prepared
solely for the use of McCloy Group Pty Ltd and any reliance assumed by other parties on this
report shall be at such parties own risk.
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McCloy Group Pty Ltd Φ Geotech Solutions Pty Ltd
Geotechnical Investigation Stage 2a,3b & 5 Ironbark Ridge, Muswellbrook GS ref: 928-002/0 July 2011
Yours faithfully,
GEOTECH SOLUTIONS PTY LTD
Ian Piper James Young
Associate Principal
REFERENCES
[1] Muswellbrook Shire Council AUS-SPEC (OCT 09) Muswellbrook Shire Council Draft
September 2010
[2] AGPT02/08 “Guide to Pavement Technology Part 2: Pavement Structural”
AUSTROADS (2008).
PROJECT REFERENCE:
CLIENT:
DRAWING NUMBER:
SCALE:
OFFICE:
DRAWN BY:
APPROVED BY:
DATE:
Ф Geotech Solutions Pty Ltd Unit 4, 5 Arunga
Drive, Beresfield
NSW 2322
GEOTECHNICAL INVESTIGATION
IRONBARK RIDGE, MUSWELLBROOK
PROPOSED RESIDENTIAL DEVELOPMENT
GS928
McCloy Group Pty Ltd NTS
Beresfield
15 June 2011
NR
IGP
SITE
NOTES:
Drawing adapted from MM Hyndes, Bailey & Co, Plan showing proposed lot layout, Sheet 1, Job Ref. 205116, dated February 2010
LEGEND:
Approximate test pit locations and numbers
TP110
TP111
TP103
TP102
TP101
TP100
TP104
TP105
TP106
TP107
TP108
TP109
0.15m
0.70m
1.50m
TOPSOIL, Silty CLAY, brown, dry, with organics
Sandy Silty CLAY, very stiff, brown, dry, medium to high plasticity
SANDSTONE / SILTSTONE, yellow brown extremely weatheredextremely low strength
Testpit TP100 terminated at 1.50 m
D
D
XW
VSt
EL - VL
Grassed Area, Mature trees
Not
Enc
ount
ere
d
0.70m
B
0.80m
TESTPIT LOG
File: GS928 TP100 Page 1 OF 1
MATERIAL DESCRIPTIONSoil Type, colour, plasticity or particle characteristic
Rock Type, colour, grain sizeSecondary and minor components
CO
NS
IST
EN
CY
/R
EL
DE
NS
ITY
/R
OC
K S
TR
EN
GT
H
MO
IST
UR
E /
WE
AT
HE
RIN
G
EQUIPMENT TYPE : Komatsu PC40MR
LOGGED BY : IGPDATE EXCAVATED : 02/05/11
METHOD : 300mm toothed bucket
STRUCTURE& Other Observations
LOCATION : Road 3 CH 240
CHECKED BY : IGP
ROCK WEATHERING
RSXWDWSWFR
- Residual soil- Extremely weathered- Distinctly weathered- Slightly weathered- Fresh rock
- Extremely low- Very low- Low- Medium- High- Very high- Extremely high
ELVLLMHVHEH
ROCK STRENGTH
GEOTECH SOLUTIONS PTY LTD
RELATIVE DENSITY
DMWOMCPL
CONSISTENCYSAMPLES & FIELD TESTSWATER / MOISTURE
See Explanatory Notes fordetails of abbreviations& basis of descriptions.
- Dry- Moist- Wet- Optimum MC- Plastic Limit
- Undisturbed Sample- Disturbed Sample- Environmental sample- Bulk Disturbed Sample- Standard Penetration Test- Hand/Pocket Penetrometer
UDESBSPTHP
VSSFStVStH
- Very Soft- Soft- Firm- Stiff- Very Stiff- Hard
- Very Loose- Loose- Medium Dense- Dense- Very Dense
VLLMDDVD
Water inflow
GR
OU
ND
WA
TE
RLE
VE
LS
SA
MP
LES
&F
IELD
TE
ST
S
DE
PT
H (
m)
0.0
0.5
1.0
1.5
2.0
GR
AP
HIC
LOG
DY
NA
MIC
PE
NE
TR
OM
ET
ER
100
200
300
400
HA
ND
PE
NE
TR
O-
ME
TE
R(k
Pa)
SHEET : 1 OF 1
CLIENT : McCloy Group Pty Ltd
PROJECT : Geotechnical Investigation
LOCATION : Ironbark Ridge Estate
PROJECT REF : GS928
HOLE NO : TP100
GE
OT
EC
H_S
OLU
TIO
NS
_03
LIB
RA
RY
.GLB
Log
GS
_TE
ST
HO
LE_L
OG
_02
GS
_928
_IR
ON
BA
RK
E R
IDG
E.G
PJ
<<
Dra
win
gFile
>>
12/
07/2
011
14:0
7 8
.2.0
04
CLA
SS
IFIC
AT
ION
SY
MB
OL
0.40m
1.50m
GRAVEL / COBBLES, red brown (iron cement siltstone rock) dry,
Silty CLAY, mottled yellow brown grey, dry, with trace sand, with rocklenses
Testpit TP101 terminated at 1.50 m
D
Bare ground no topsoiladjacent stand of 2-4 m saplings
Not
Enc
ount
ere
d
0.50m
D
D
TESTPIT LOG
File: GS928 TP101 Page 1 OF 1
MATERIAL DESCRIPTIONSoil Type, colour, plasticity or particle characteristic
Rock Type, colour, grain sizeSecondary and minor components
CO
NS
IST
EN
CY
/R
EL
DE
NS
ITY
/R
OC
K S
TR
EN
GT
H
MO
IST
UR
E /
WE
AT
HE
RIN
G
EQUIPMENT TYPE : Komatsu PC40MR
LOGGED BY : IGPDATE EXCAVATED : 02/05/11
METHOD : 300mm toothed bucket
STRUCTURE& Other Observations
LOCATION : Road 3 CH 330
CHECKED BY : IGP
ROCK WEATHERING
RSXWDWSWFR
- Residual soil- Extremely weathered- Distinctly weathered- Slightly weathered- Fresh rock
- Extremely low- Very low- Low- Medium- High- Very high- Extremely high
ELVLLMHVHEH
ROCK STRENGTH
GEOTECH SOLUTIONS PTY LTD
RELATIVE DENSITY
DMWOMCPL
CONSISTENCYSAMPLES & FIELD TESTSWATER / MOISTURE
See Explanatory Notes fordetails of abbreviations& basis of descriptions.
- Dry- Moist- Wet- Optimum MC- Plastic Limit
- Undisturbed Sample- Disturbed Sample- Environmental sample- Bulk Disturbed Sample- Standard Penetration Test- Hand/Pocket Penetrometer
UDESBSPTHP
VSSFStVStH
- Very Soft- Soft- Firm- Stiff- Very Stiff- Hard
- Very Loose- Loose- Medium Dense- Dense- Very Dense
VLLMDDVD
Water inflow
GR
OU
ND
WA
TE
RLE
VE
LS
SA
MP
LES
&F
IELD
TE
ST
S
DE
PT
H (
m)
0.0
0.5
1.0
1.5
2.0
GR
AP
HIC
LOG
DY
NA
MIC
PE
NE
TR
OM
ET
ER
100
200
300
400
HA
ND
PE
NE
TR
O-
ME
TE
R(k
Pa)
SHEET : 1 OF 1
CLIENT : McCloy Group Pty Ltd
PROJECT : Geotechnical Investigation
LOCATION : Ironbark Ridge Estate
PROJECT REF : GS928
HOLE NO : TP101
GE
OT
EC
H_S
OLU
TIO
NS
_03
LIB
RA
RY
.GLB
Log
GS
_TE
ST
HO
LE_L
OG
_02
GS
_928
_IR
ON
BA
RK
E R
IDG
E.G
PJ
<<
Dra
win
gFile
>>
12/
07/2
011
14:0
7 8
.2.0
04
CLA
SS
IFIC
AT
ION
SY
MB
OL
0.10m
0.35m
0.70m
FILL, Silty CLAY, brown, medium to high plasticity, dry, with trace coarsegravel
FILL, Silty CLAY, yellow brown grey, dry to moist, with trace of sand andsome coarse gravel,medium to high plasticity
SIlty CLAY, yellow brown grey, dry to moist, with trace of sand and somecoarse gravel,medium to high plasticity
becoming weathered sandstone
Testpit TP102 terminated at 0.70 m
Refusal
D
D to M
D to M
VSt
Toe of damwall/spillway
Not
Enc
ount
ere
dTESTPIT LOG
File: GS928 TP102 Page 1 OF 1
MATERIAL DESCRIPTIONSoil Type, colour, plasticity or particle characteristic
Rock Type, colour, grain sizeSecondary and minor components
CO
NS
IST
EN
CY
/R
EL
DE
NS
ITY
/R
OC
K S
TR
EN
GT
H
MO
IST
UR
E /
WE
AT
HE
RIN
G
EQUIPMENT TYPE : Komatsu PC40MR
LOGGED BY : IGPDATE EXCAVATED : 02/05/11
METHOD : 300mm toothed bucket
STRUCTURE& Other Observations
LOCATION : Road 3 CH 430
CHECKED BY : IGP
ROCK WEATHERING
RSXWDWSWFR
- Residual soil- Extremely weathered- Distinctly weathered- Slightly weathered- Fresh rock
- Extremely low- Very low- Low- Medium- High- Very high- Extremely high
ELVLLMHVHEH
ROCK STRENGTH
GEOTECH SOLUTIONS PTY LTD
RELATIVE DENSITY
DMWOMCPL
CONSISTENCYSAMPLES & FIELD TESTSWATER / MOISTURE
See Explanatory Notes fordetails of abbreviations& basis of descriptions.
- Dry- Moist- Wet- Optimum MC- Plastic Limit
- Undisturbed Sample- Disturbed Sample- Environmental sample- Bulk Disturbed Sample- Standard Penetration Test- Hand/Pocket Penetrometer
UDESBSPTHP
VSSFStVStH
- Very Soft- Soft- Firm- Stiff- Very Stiff- Hard
- Very Loose- Loose- Medium Dense- Dense- Very Dense
VLLMDDVD
Water inflow
GR
OU
ND
WA
TE
RLE
VE
LS
SA
MP
LES
&F
IELD
TE
ST
S
DE
PT
H (
m)
0.0
0.5
1.0
1.5
2.0
GR
AP
HIC
LOG
DY
NA
MIC
PE
NE
TR
OM
ET
ER
100
200
300
400
HA
ND
PE
NE
TR
O-
ME
TE
R(k
Pa)
SHEET : 1 OF 1
CLIENT : McCloy Group Pty Ltd
PROJECT : Geotechnical Investigation
LOCATION : Ironbark Ridge Estate
PROJECT REF : GS928
HOLE NO : TP102
GE
OT
EC
H_S
OLU
TIO
NS
_03
LIB
RA
RY
.GLB
Log
GS
_TE
ST
HO
LE_L
OG
_02
GS
_928
_IR
ON
BA
RK
E R
IDG
E.G
PJ
<<
Dra
win
gFile
>>
12/
07/2
011
14:0
7 8
.2.0
04
CLA
SS
IFIC
AT
ION
SY
MB
OL
0.10m
0.40m
1.50m
TOPSOIL, Silty SAND, brown, fine grained sand, dry, with organics
Silty SAND, brown, fine grained sand, dry
Silty CLAY, brown, dry to moist, very stiff, high plasticity, with tracesiltstone gravel
Testpit TP103 terminated at 1.50 m
D
D
D to M VSt
Further adjacent test pitting at CH570 confirmed the presence of thedeeper silty sand
Not
Enc
ount
ere
d
0.50m
B
0.60m
TESTPIT LOG
File: GS928 TP103 Page 1 OF 1
MATERIAL DESCRIPTIONSoil Type, colour, plasticity or particle characteristic
Rock Type, colour, grain sizeSecondary and minor components
CO
NS
IST
EN
CY
/R
EL
DE
NS
ITY
/R
OC
K S
TR
EN
GT
H
MO
IST
UR
E /
WE
AT
HE
RIN
G
EQUIPMENT TYPE : Komatsu PC40MR
LOGGED BY : IGPDATE EXCAVATED : 02/05/11
METHOD : 300mm toothed bucket
STRUCTURE& Other Observations
LOCATION : Road 3 CH 540
CHECKED BY : IGP
ROCK WEATHERING
RSXWDWSWFR
- Residual soil- Extremely weathered- Distinctly weathered- Slightly weathered- Fresh rock
- Extremely low- Very low- Low- Medium- High- Very high- Extremely high
ELVLLMHVHEH
ROCK STRENGTH
GEOTECH SOLUTIONS PTY LTD
RELATIVE DENSITY
DMWOMCPL
CONSISTENCYSAMPLES & FIELD TESTSWATER / MOISTURE
See Explanatory Notes fordetails of abbreviations& basis of descriptions.
- Dry- Moist- Wet- Optimum MC- Plastic Limit
- Undisturbed Sample- Disturbed Sample- Environmental sample- Bulk Disturbed Sample- Standard Penetration Test- Hand/Pocket Penetrometer
UDESBSPTHP
VSSFStVStH
- Very Soft- Soft- Firm- Stiff- Very Stiff- Hard
- Very Loose- Loose- Medium Dense- Dense- Very Dense
VLLMDDVD
Water inflow
GR
OU
ND
WA
TE
RLE
VE
LS
SA
MP
LES
&F
IELD
TE
ST
S
DE
PT
H (
m)
0.0
0.5
1.0
1.5
2.0
GR
AP
HIC
LOG
DY
NA
MIC
PE
NE
TR
OM
ET
ER
100
200
300
400
HA
ND
PE
NE
TR
O-
ME
TE
R(k
Pa)
SHEET : 1 OF 1
CLIENT : McCloy Group Pty Ltd
PROJECT : Geotechnical Investigation
LOCATION : Ironbark Ridge Estate
PROJECT REF : GS928
HOLE NO : TP103
GE
OT
EC
H_S
OLU
TIO
NS
_03
LIB
RA
RY
.GLB
Log
GS
_TE
ST
HO
LE_L
OG
_02
GS
_928
_IR
ON
BA
RK
E R
IDG
E.G
PJ
<<
Dra
win
gFile
>>
12/
07/2
011
14:0
7 8
.2.0
04
CLA
SS
IFIC
AT
ION
SY
MB
OL
0.15m
1.60m
TOPSOIL, Silty SAND, brown, fine grained sand, dry, with organics
Silty CLAY, yellow brown, very stiff, dry to moist, medium to high plasticity,with trace sand and some gravel
Testpit TP104 terminated at 1.60 m
D to M VSt
Open Grassland
Not
Enc
ount
ere
dTESTPIT LOG
File: GS928 TP104 Page 1 OF 1
MATERIAL DESCRIPTIONSoil Type, colour, plasticity or particle characteristic
Rock Type, colour, grain sizeSecondary and minor components
CO
NS
IST
EN
CY
/R
EL
DE
NS
ITY
/R
OC
K S
TR
EN
GT
H
MO
IST
UR
E /
WE
AT
HE
RIN
G
EQUIPMENT TYPE : Komatsu PC40MR
LOGGED BY : IGPDATE EXCAVATED : 02/05/11
METHOD : 300mm toothed bucket
STRUCTURE& Other Observations
LOCATION : Road 3 CH 690
CHECKED BY : IGP
ROCK WEATHERING
RSXWDWSWFR
- Residual soil- Extremely weathered- Distinctly weathered- Slightly weathered- Fresh rock
- Extremely low- Very low- Low- Medium- High- Very high- Extremely high
ELVLLMHVHEH
ROCK STRENGTH
GEOTECH SOLUTIONS PTY LTD
RELATIVE DENSITY
DMWOMCPL
CONSISTENCYSAMPLES & FIELD TESTSWATER / MOISTURE
See Explanatory Notes fordetails of abbreviations& basis of descriptions.
- Dry- Moist- Wet- Optimum MC- Plastic Limit
- Undisturbed Sample- Disturbed Sample- Environmental sample- Bulk Disturbed Sample- Standard Penetration Test- Hand/Pocket Penetrometer
UDESBSPTHP
VSSFStVStH
- Very Soft- Soft- Firm- Stiff- Very Stiff- Hard
- Very Loose- Loose- Medium Dense- Dense- Very Dense
VLLMDDVD
Water inflow
GR
OU
ND
WA
TE
RLE
VE
LS
SA
MP
LES
&F
IELD
TE
ST
S
DE
PT
H (
m)
0.0
0.5
1.0
1.5
2.0
GR
AP
HIC
LOG
DY
NA
MIC
PE
NE
TR
OM
ET
ER
100
200
300
400
HA
ND
PE
NE
TR
O-
ME
TE
R(k
Pa)
SHEET : 1 OF 1
CLIENT : McCloy Group Pty Ltd
PROJECT : Geotechnical Investigation
LOCATION : Ironbark Ridge Estate
PROJECT REF : GS928
HOLE NO : TP104
GE
OT
EC
H_S
OLU
TIO
NS
_03
LIB
RA
RY
.GLB
Log
GS
_TE
ST
HO
LE_L
OG
_02
GS
_928
_IR
ON
BA
RK
E R
IDG
E.G
PJ
<<
Dra
win
gFile
>>
12/
07/2
011
14:0
7 8
.2.0
04
CLA
SS
IFIC
AT
ION
SY
MB
OL
0.10m
0.25m
1.70m
TOPSOIL,Sandy SILT, brown, dry,with organics
Sandy SILT, dry, pale brown
Silty CLAY, yellow brown, dry to moist, stiff to very stiff, medium plasticity,with sandsand content varies
becoming weathered sandstone
Testpit TP105 terminated at 1.70 m
D
D
D to M St to VSt
Not
Enc
ount
ere
dTESTPIT LOG
File: GS928 TP105 Page 1 OF 1
MATERIAL DESCRIPTIONSoil Type, colour, plasticity or particle characteristic
Rock Type, colour, grain sizeSecondary and minor components
CO
NS
IST
EN
CY
/R
EL
DE
NS
ITY
/R
OC
K S
TR
EN
GT
H
MO
IST
UR
E /
WE
AT
HE
RIN
G
EQUIPMENT TYPE : Komatsu PC40MR
LOGGED BY : IGPDATE EXCAVATED : 02/05/11
METHOD : 300mm toothed bucket
STRUCTURE& Other Observations
LOCATION : Road 3 CH810
CHECKED BY : IGP
ROCK WEATHERING
RSXWDWSWFR
- Residual soil- Extremely weathered- Distinctly weathered- Slightly weathered- Fresh rock
- Extremely low- Very low- Low- Medium- High- Very high- Extremely high
ELVLLMHVHEH
ROCK STRENGTH
GEOTECH SOLUTIONS PTY LTD
RELATIVE DENSITY
DMWOMCPL
CONSISTENCYSAMPLES & FIELD TESTSWATER / MOISTURE
See Explanatory Notes fordetails of abbreviations& basis of descriptions.
- Dry- Moist- Wet- Optimum MC- Plastic Limit
- Undisturbed Sample- Disturbed Sample- Environmental sample- Bulk Disturbed Sample- Standard Penetration Test- Hand/Pocket Penetrometer
UDESBSPTHP
VSSFStVStH
- Very Soft- Soft- Firm- Stiff- Very Stiff- Hard
- Very Loose- Loose- Medium Dense- Dense- Very Dense
VLLMDDVD
Water inflow
GR
OU
ND
WA
TE
RLE
VE
LS
SA
MP
LES
&F
IELD
TE
ST
S
DE
PT
H (
m)
0.0
0.5
1.0
1.5
2.0
GR
AP
HIC
LOG
DY
NA
MIC
PE
NE
TR
OM
ET
ER
100
200
300
400
HA
ND
PE
NE
TR
O-
ME
TE
R(k
Pa)
SHEET : 1 OF 1
CLIENT : McCloy Group Pty Ltd
PROJECT : Geotechnical Investigation
LOCATION : Ironbark Ridge Estate
PROJECT REF : GS928
HOLE NO : TP105
GE
OT
EC
H_S
OLU
TIO
NS
_03
LIB
RA
RY
.GLB
Log
GS
_TE
ST
HO
LE_L
OG
_02
GS
_928
_IR
ON
BA
RK
E R
IDG
E.G
PJ
<<
Dra
win
gFile
>>
12/
07/2
011
14:0
7 8
.2.0
04
CLA
SS
IFIC
AT
ION
SY
MB
OL
0.10m
1.60m
TOPSOIL,Sandy SILT, brown, dry, with organics
Silty CLAY, red brown, dry to moist, medium to high plasticity, with finesub-rounded gravel
same as above but becoming yellow brown
becoming weathered sandstone
Testpit TP106 terminated at 1.60 m
D
D to M
Sandstone possible floater oneastern side of pit
Not
Enc
ount
ere
d
0.40mD
TESTPIT LOG
File: GS928 TP106 Page 1 OF 1
MATERIAL DESCRIPTIONSoil Type, colour, plasticity or particle characteristic
Rock Type, colour, grain sizeSecondary and minor components
CO
NS
IST
EN
CY
/R
EL
DE
NS
ITY
/R
OC
K S
TR
EN
GT
H
MO
IST
UR
E /
WE
AT
HE
RIN
G
EQUIPMENT TYPE : Komatsu PC40MR
LOGGED BY : IGPDATE EXCAVATED : 02/05/11
METHOD : 300mm toothed bucket
STRUCTURE& Other Observations
LOCATION : Road 2 Ch135
CHECKED BY : IGP
ROCK WEATHERING
RSXWDWSWFR
- Residual soil- Extremely weathered- Distinctly weathered- Slightly weathered- Fresh rock
- Extremely low- Very low- Low- Medium- High- Very high- Extremely high
ELVLLMHVHEH
ROCK STRENGTH
GEOTECH SOLUTIONS PTY LTD
RELATIVE DENSITY
DMWOMCPL
CONSISTENCYSAMPLES & FIELD TESTSWATER / MOISTURE
See Explanatory Notes fordetails of abbreviations& basis of descriptions.
- Dry- Moist- Wet- Optimum MC- Plastic Limit
- Undisturbed Sample- Disturbed Sample- Environmental sample- Bulk Disturbed Sample- Standard Penetration Test- Hand/Pocket Penetrometer
UDESBSPTHP
VSSFStVStH
- Very Soft- Soft- Firm- Stiff- Very Stiff- Hard
- Very Loose- Loose- Medium Dense- Dense- Very Dense
VLLMDDVD
Water inflow
GR
OU
ND
WA
TE
RLE
VE
LS
SA
MP
LES
&F
IELD
TE
ST
S
DE
PT
H (
m)
0.0
0.5
1.0
1.5
2.0
GR
AP
HIC
LOG
DY
NA
MIC
PE
NE
TR
OM
ET
ER
100
200
300
400
HA
ND
PE
NE
TR
O-
ME
TE
R(k
Pa)
SHEET : 1 OF 1
CLIENT : McCloy Group Pty Ltd
PROJECT : Geotechnical Investigation
LOCATION : Ironbark Ridge Estate
PROJECT REF : GS928
HOLE NO : TP106
GE
OT
EC
H_S
OLU
TIO
NS
_03
LIB
RA
RY
.GLB
Log
GS
_TE
ST
HO
LE_L
OG
_02
GS
_928
_IR
ON
BA
RK
E R
IDG
E.G
PJ
<<
Dra
win
gFile
>>
12/
07/2
011
14:0
7 8
.2.0
04
CLA
SS
IFIC
AT
ION
SY
MB
OL
0.25m
1.50m
TOPSOIL,Sandy SILT, brown, dry, with organics
Silty CLAY, red brown, dry to moist, very stiff,medium to high plasticity,with sandstone cobbles and gravel
becoming weathered rockTestpit TP107 terminated at 1.50 m
D
D to M VSt
Not
Enc
ount
ere
d
0.40m
D
0.50m
10
9
15
15
TESTPIT LOG
File: GS928 TP107 Page 1 OF 1
MATERIAL DESCRIPTIONSoil Type, colour, plasticity or particle characteristic
Rock Type, colour, grain sizeSecondary and minor components
CO
NS
IST
EN
CY
/R
EL
DE
NS
ITY
/R
OC
K S
TR
EN
GT
H
MO
IST
UR
E /
WE
AT
HE
RIN
G
EQUIPMENT TYPE : Komatsu PC40MR
LOGGED BY : IGPDATE EXCAVATED : 02/05/11
METHOD : 300mm toothed bucket
STRUCTURE& Other Observations
LOCATION : Road 2 Ch 255
CHECKED BY : IGP
ROCK WEATHERING
RSXWDWSWFR
- Residual soil- Extremely weathered- Distinctly weathered- Slightly weathered- Fresh rock
- Extremely low- Very low- Low- Medium- High- Very high- Extremely high
ELVLLMHVHEH
ROCK STRENGTH
GEOTECH SOLUTIONS PTY LTD
RELATIVE DENSITY
DMWOMCPL
CONSISTENCYSAMPLES & FIELD TESTSWATER / MOISTURE
See Explanatory Notes fordetails of abbreviations& basis of descriptions.
- Dry- Moist- Wet- Optimum MC- Plastic Limit
- Undisturbed Sample- Disturbed Sample- Environmental sample- Bulk Disturbed Sample- Standard Penetration Test- Hand/Pocket Penetrometer
UDESBSPTHP
VSSFStVStH
- Very Soft- Soft- Firm- Stiff- Very Stiff- Hard
- Very Loose- Loose- Medium Dense- Dense- Very Dense
VLLMDDVD
Water inflow
GR
OU
ND
WA
TE
RLE
VE
LS
SA
MP
LES
&F
IELD
TE
ST
S
DE
PT
H (
m)
0.0
0.5
1.0
1.5
2.0
GR
AP
HIC
LOG
DC
P(B
LOW
CO
UN
T)
100
200
300
400
HA
ND
PE
NE
TR
O-
ME
TE
R(k
Pa)
SHEET : 1 OF 1
CLIENT : McCloy Group Pty Ltd
PROJECT : Geotechnical Investigation
LOCATION : Ironbark Ridge Estate
PROJECT REF : GS928
HOLE NO : TP107
GE
OT
EC
H_S
OLU
TIO
NS
_03
LIB
RA
RY
.GLB
Log
GS
_TE
ST
HO
LE_L
OG
_02
GS
_928
_IR
ON
BA
RK
E R
IDG
E.G
PJ
<<
Dra
win
gFile
>>
12/
07/2
011
14:0
7 8
.2.0
04
CLA
SS
IFIC
AT
ION
SY
MB
OL
0.23m
1.60m
TOPSOIL,Sandy SILT, brown, dry, with organics
Silty CLAY, red brown, dry to moist, very stiff medium to high plasticity,with sandstone cobbles and gravel
as above but yellow brown
becoming weathered sandstone
Testpit TP108 terminated at 1.60 m
D
D to M
Not
Enc
ount
ere
dTESTPIT LOG
File: GS928 TP108 Page 1 OF 1
MATERIAL DESCRIPTIONSoil Type, colour, plasticity or particle characteristic
Rock Type, colour, grain sizeSecondary and minor components
CO
NS
IST
EN
CY
/R
EL
DE
NS
ITY
/R
OC
K S
TR
EN
GT
H
MO
IST
UR
E /
WE
AT
HE
RIN
G
EQUIPMENT TYPE : Komatsu PC40MR
LOGGED BY : IGPDATE EXCAVATED : 02/05/11
METHOD : 300mm toothed bucket
STRUCTURE& Other Observations
LOCATION : Road 2 Ch 345
CHECKED BY : IGP
ROCK WEATHERING
RSXWDWSWFR
- Residual soil- Extremely weathered- Distinctly weathered- Slightly weathered- Fresh rock
- Extremely low- Very low- Low- Medium- High- Very high- Extremely high
ELVLLMHVHEH
ROCK STRENGTH
GEOTECH SOLUTIONS PTY LTD
RELATIVE DENSITY
DMWOMCPL
CONSISTENCYSAMPLES & FIELD TESTSWATER / MOISTURE
See Explanatory Notes fordetails of abbreviations& basis of descriptions.
- Dry- Moist- Wet- Optimum MC- Plastic Limit
- Undisturbed Sample- Disturbed Sample- Environmental sample- Bulk Disturbed Sample- Standard Penetration Test- Hand/Pocket Penetrometer
UDESBSPTHP
VSSFStVStH
- Very Soft- Soft- Firm- Stiff- Very Stiff- Hard
- Very Loose- Loose- Medium Dense- Dense- Very Dense
VLLMDDVD
Water inflow
GR
OU
ND
WA
TE
RLE
VE
LS
SA
MP
LES
&F
IELD
TE
ST
S
DE
PT
H (
m)
0.0
0.5
1.0
1.5
2.0
GR
AP
HIC
LOG
DY
NA
MIC
PE
NE
TR
OM
ET
ER
100
200
300
400
HA
ND
PE
NE
TR
O-
ME
TE
R(k
Pa)
SHEET : 1 OF 1
CLIENT : McCloy Group Pty Ltd
PROJECT : Geotechnical Investigation
LOCATION : Ironbark Ridge Estate
PROJECT REF : GS928
HOLE NO : TP108
GE
OT
EC
H_S
OLU
TIO
NS
_03
LIB
RA
RY
.GLB
Log
GS
_TE
ST
HO
LE_L
OG
_02
GS
_928
_IR
ON
BA
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SY
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0.10m
0.40m
2.00m
TOPSOIL,Sandy SILT, brown, dry, with organics
Sandy SILT, pale brown,dry, low plasticity with some fine gravel
Silty CLAY, brown, dry to moist, very stiff, medium to high plasticity, withsand and some fine gravel
Testpit TP109 terminated at 2.00 m
D to M
St
VSt
Not
Enc
ount
ere
d
0.50m
1.70m
D
D
TESTPIT LOG
File: GS928 TP109 Page 1 OF 1
MATERIAL DESCRIPTIONSoil Type, colour, plasticity or particle characteristic
Rock Type, colour, grain sizeSecondary and minor components
CO
NS
IST
EN
CY
/R
EL
DE
NS
ITY
/R
OC
K S
TR
EN
GT
H
MO
IST
UR
E /
WE
AT
HE
RIN
G
EQUIPMENT TYPE : Komatsu PC40MR
LOGGED BY : IGPDATE EXCAVATED : 02/05/11
METHOD : 300mm toothed bucket
STRUCTURE& Other Observations
LOCATION : Detention Basin - See Drawing for location
CHECKED BY : IGP
ROCK WEATHERING
RSXWDWSWFR
- Residual soil- Extremely weathered- Distinctly weathered- Slightly weathered- Fresh rock
- Extremely low- Very low- Low- Medium- High- Very high- Extremely high
ELVLLMHVHEH
ROCK STRENGTH
GEOTECH SOLUTIONS PTY LTD
RELATIVE DENSITY
DMWOMCPL
CONSISTENCYSAMPLES & FIELD TESTSWATER / MOISTURE
See Explanatory Notes fordetails of abbreviations& basis of descriptions.
- Dry- Moist- Wet- Optimum MC- Plastic Limit
- Undisturbed Sample- Disturbed Sample- Environmental sample- Bulk Disturbed Sample- Standard Penetration Test- Hand/Pocket Penetrometer
UDESBSPTHP
VSSFStVStH
- Very Soft- Soft- Firm- Stiff- Very Stiff- Hard
- Very Loose- Loose- Medium Dense- Dense- Very Dense
VLLMDDVD
Water inflow
GR
OU
ND
WA
TE
RLE
VE
LS
SA
MP
LES
&F
IELD
TE
ST
S
DE
PT
H (
m)
0.0
0.5
1.0
1.5
2.0
GR
AP
HIC
LOG
DY
NA
MIC
PE
NE
TR
OM
ET
ER
100
200
300
400
HA
ND
PE
NE
TR
O-
ME
TE
R(k
Pa)
SHEET : 1 OF 1
CLIENT : McCloy Group Pty Ltd
PROJECT : Geotechnical Investigation
LOCATION : Ironbark Ridge Estate
PROJECT REF : GS928
HOLE NO : TP109
GE
OT
EC
H_S
OLU
TIO
NS
_03
LIB
RA
RY
.GLB
Log
GS
_TE
ST
HO
LE_L
OG
_02
GS
_928
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AT
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SY
MB
OL
1.50m
Silty CLAY, brown, high plasticity, with fine gravel, with trace sand
Organics and tree roost to 50mm over full depth, test pit located adjacenta tree
Testpit TP110 terminated at 1.50 m
D - M VSt
Not
Enc
ount
ere
dTESTPIT LOG
File: GS928 TP110 Page 1 OF 1
MATERIAL DESCRIPTIONSoil Type, colour, plasticity or particle characteristic
Rock Type, colour, grain sizeSecondary and minor components
CO
NS
IST
EN
CY
/R
EL
DE
NS
ITY
/R
OC
K S
TR
EN
GT
H
MO
IST
UR
E /
WE
AT
HE
RIN
G
EQUIPMENT TYPE : Komatsu PC40MR
LOGGED BY : IGPDATE EXCAVATED : 02/05/11
METHOD : 300mm toothed bucket
STRUCTURE& Other Observations
LOCATION : Road 5 Ch 209
CHECKED BY : IGP
ROCK WEATHERING
RSXWDWSWFR
- Residual soil- Extremely weathered- Distinctly weathered- Slightly weathered- Fresh rock
- Extremely low- Very low- Low- Medium- High- Very high- Extremely high
ELVLLMHVHEH
ROCK STRENGTH
GEOTECH SOLUTIONS PTY LTD
RELATIVE DENSITY
DMWOMCPL
CONSISTENCYSAMPLES & FIELD TESTSWATER / MOISTURE
See Explanatory Notes fordetails of abbreviations& basis of descriptions.
- Dry- Moist- Wet- Optimum MC- Plastic Limit
- Undisturbed Sample- Disturbed Sample- Environmental sample- Bulk Disturbed Sample- Standard Penetration Test- Hand/Pocket Penetrometer
UDESBSPTHP
VSSFStVStH
- Very Soft- Soft- Firm- Stiff- Very Stiff- Hard
- Very Loose- Loose- Medium Dense- Dense- Very Dense
VLLMDDVD
Water inflow
GR
OU
ND
WA
TE
RLE
VE
LS
SA
MP
LES
&F
IELD
TE
ST
S
DE
PT
H (
m)
0.0
0.5
1.0
1.5
2.0
GR
AP
HIC
LOG
DY
NA
MIC
PE
NE
TR
OM
ET
ER
100
200
300
400
HA
ND
PE
NE
TR
O-
ME
TE
R(k
Pa)
SHEET : 1 OF 1
CLIENT : McCloy Group Pty Ltd
PROJECT : Geotechnical Investigation
LOCATION : Ironbark Ridge Estate
PROJECT REF : GS928
HOLE NO : TP110
GE
OT
EC
H_S
OLU
TIO
NS
_03
LIB
RA
RY
.GLB
Log
GS
_TE
ST
HO
LE_L
OG
_02
GS
_928
_IR
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AT
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SY
MB
OL
0.60m
0.80m
1.70m
FILL, Silty CLAY, brown, some gravel
Sandy SILT, light brown,dry, low plasticity
Silty CLAY, yellow to light brown, moist stiff, medium to high plasticity
Testpit TP111 terminated at 1.70 m
Fill associated with a surface flowdiversion berm and dam
OLD TOPSOIL LAYER
Not
Enc
ount
ere
d
2
4
4
5
8
TESTPIT LOG
File: GS928 TP111 Page 1 OF 1
MATERIAL DESCRIPTIONSoil Type, colour, plasticity or particle characteristic
Rock Type, colour, grain sizeSecondary and minor components
CO
NS
IST
EN
CY
/R
EL
DE
NS
ITY
/R
OC
K S
TR
EN
GT
H
MO
IST
UR
E /
WE
AT
HE
RIN
G
EQUIPMENT TYPE : Komatsu PC40MR
LOGGED BY : IGPDATE EXCAVATED : 02/05/11
METHOD : 300mm toothed bucket
STRUCTURE& Other Observations
LOCATION : Road 5 Ch 90
CHECKED BY : IGP
ROCK WEATHERING
RSXWDWSWFR
- Residual soil- Extremely weathered- Distinctly weathered- Slightly weathered- Fresh rock
- Extremely low- Very low- Low- Medium- High- Very high- Extremely high
ELVLLMHVHEH
ROCK STRENGTH
GEOTECH SOLUTIONS PTY LTD
RELATIVE DENSITY
DMWOMCPL
CONSISTENCYSAMPLES & FIELD TESTSWATER / MOISTURE
See Explanatory Notes fordetails of abbreviations& basis of descriptions.
- Dry- Moist- Wet- Optimum MC- Plastic Limit
- Undisturbed Sample- Disturbed Sample- Environmental sample- Bulk Disturbed Sample- Standard Penetration Test- Hand/Pocket Penetrometer
UDESBSPTHP
VSSFStVStH
- Very Soft- Soft- Firm- Stiff- Very Stiff- Hard
- Very Loose- Loose- Medium Dense- Dense- Very Dense
VLLMDDVD
Water inflow
GR
OU
ND
WA
TE
RLE
VE
LS
SA
MP
LES
&F
IELD
TE
ST
S
DE
PT
H (
m)
0.0
0.5
1.0
1.5
2.0
GR
AP
HIC
LOG
DC
P(B
LOW
CO
UN
T)
100
200
300
400
HA
ND
PE
NE
TR
O-
ME
TE
R(k
Pa)
SHEET : 1 OF 1
CLIENT : McCloy Group Pty Ltd
PROJECT : Geotechnical Investigation
LOCATION : Ironbark Ridge Estate
PROJECT REF : GS928
HOLE NO : TP111
GE
OT
EC
H_S
OLU
TIO
NS
_03
LIB
RA
RY
.GLB
Log
GS
_TE
ST
HO
LE_L
OG
_02
GS
_928
_IR
ON
BA
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Φ
Subsurface investigation may be conducted by one or a combination of the following methods.
Method
Test Pitting: excavation/trench
BH Backhoe bucket
EX Excavator bucket
X Existing excavation
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 Large diameter short spiral auger
AD/V Continuous spiral flight auger: V-Bit
AD/T Continuous spiral flight auger: TC-Bit
Rotary non-core drilling
WS Washbore (mud drilling)
RR Rock roller
Rotary core drilling
HQ 63mm diamond-tipped core barrel
NMLC 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
Field testing may be conducted as a means of assessment of the in-situ conditions of materials encountered.
Field testing
SPT Standard Penetration Test (blows/150mm)
HP/PP Hand/Pocket Penetrometer
Dynamic Penetrometers (blows/150mm)
DCP Dynamic Cone Penetrometer
PSP Perth Sand Penetrometer
VS 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 Total Core Recovery (%) (length of core recovered divided by the length of core run)
RQD 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 Material falling into excavation, may be described as minor or major spalling
Unstable Collapse of the majority, or one or more face, of the excavation
Geotech Solutions
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.
Explanatory Notes
Φ
Soil types are described according to the dominant particle size on the basis of the following assessment.
Soil Classification Particle Size
CLAY < 0.002mm
SILT 0.002mm 0.075mm
SAND fine 0.075mm to 0.2mm
medium 0.2mm to 0.6mm
coarse 0.6mm to 2.36mm
GRAVEL 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.
Relative Density Symbol Density Index
Very Loose VL < 15%
Loose L 15% to 35%
Medium Dense MD 35% to 65%
Dense D 65% to 85%
Very Dense VD > 85%
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).
Moisture condition and description
Dry Cohesive soils; hard, friable, dry of plastic limit. Granular soils; cohesionless and free-running
Moist Cool feel and darkened colour: Cohesive soils can be moulded. Granular soils tend to cohere
Wet 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
Marine soil Deposits in beaches, bays, estuaries
Residual soil Developed on weathered rock
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.
Geotech Solutions
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.
Explanatory Notes - General Soil Description
Φ
Sedimentary rock types are generally described according to the predominant grain size as follows.
Rock Type Description
CONGLOMERATE Rounded gravel sized fragments >2mm cemented in a finer matrix
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
SILTSTONE Predominately silt sized particles
SHALE Fine particles (silt or clay) and fissile
CLAYSTONE Predominately clay sized particles
The classification of rock weathering is described based on definitions outlined in AS1726 as follows.
Term and symbol Definition
Residual Soil
RS Soil developed on extremely weathered rock; mass structure and substance are no longer evident
Extremely
weathered
XW Weathered to such an extent that it
has ‘soil’ properties
Distinctly weathered
DW Strength usually changed and may be highly discoloured. Porosity may be increased by leaching, or decreased due to deposition in pores
Slightly weathered
SW Slightly discoloured; little/no change of strength from fresh rock
Fresh Rock FR Rock shows no sign of decomposition or staining
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 defect spacing and bedding thickness of rocks, measured normal to defects of the same set or bedding, can be described as follows.
Definition Defect Spacing
Thinly laminated < 6mm
Laminated 6mm to 20mm
Very thinly bedded 20mm to 60mm
Thinly bedded 60mm to 0.2m
Medium bedded 0.2m to 0.6m
Thickly bedded 0.6m to 2m
Very thickly bedded > 2m
Defects in rock mass are often described by the following.
Terms
Joint JT Sheared zone SZ
Bed Parting BP Sheared surface SS
Contact CO Seam SM
Dyke DK Crushed Seam CS
Decomposed Zone DZ Infilled Seam IS
Fracture FC Foliation FL
Fracture Zone FZ Vein VN
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
Veneer Visible coating or infilling of soil or mineral substance (<1mm). If discontinuous over the plane; patchy veneer
Coating Visible coating or infilling of soil or mineral substance (>1mm)
Geotech Solutions
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.
Explanatory Notes - General Rock Description
Φ
Graphics Symbols Index
Geotech Solutions
CLAYS
SILTS
SANDS
GRAVELS SEDIMENTARY ROCK
MISCELLANEOUS
METAMORPHIC ROCK
IGNEOUS ROCK
CLAY
Silty CLAY
Sandy CLAY
Gravelly CLAY
GRAVEL
Clayey GRAVEL
Silty GRAVEL
Sandy GRAVEL
COBBLES & BOULDERS
Organic SILT
SILT
Clayey SILT
Sandy SILT
Gravelly SILT
CONGLOMERATE
BRECCIA
SANDSTONE
STONE
SILTSTONE
SHALE
SAND
Clayey SAND
Silty SAND
Gravelly SAND
MUDSTONE / CLAYSTONE
COAL
FILL
TOPSOIL
CONCRETE
ASPHALT
CORE LOSS
PAVEMENT GRAVEL
PAVEMENT (Natural Gravels)
PAVEMENT (Crushed Rock)
SLATE / PHYLLITE / SCHIST
GNEISS
QUARTZITE
GRANITE
BASALT
TUFF
Client: McCloy Group Pty Ltd Report Number: GS/928 - 1
Client address: PO Box 2214 Dangar NSW 2309
Job Number: GS/928 Report Date: 27/05/2011
Project: Ironbark ridge stage 2a, 3b & 5 Order Number:
Location Ironbark Road , Muswellbrook
Lab No: 11/2160 Sample Location
Date Sampled: 6/05/2011
Date Tested: 20/05/2011
Sampled By: Ian Piper
Sample Method: AS1289.1.2.1 c6.5.4 Backhoe
Material Source: Muswellbrook Test Method : AS1289.6.1.1
For Use As: - Lot Number: -
Remarks: - Item Number : -
Soil Description :
Approved Signatory Form Number
RP29-3Simon Richards
NATA Accred No:15689
Swell (%) / Surcharge (kg):
Minimum Specified CBR Value (%) :
Achieved Percentage of Maximum Dry Density
(%) :
Achieved Moisture Content (%) :
Silty CLAY, yellow brown.
CBR Value (%) :
Density Ratio after Soak (%) :
Field Moisture Content (%) :
Moisture Content (Top) after Penetration
(%) :
Moisture Content (Total) after Penetration
(%) :
Achieved Percentage of Optimum Moisture
Content (%) :
Test Condition (Soaked/Unsoaked) / Soaking
Period (Days) :
Maximum Dry Density - MDD (t/m³) :
Optimum Moisture Content - OMC (%) :
Compactive Effort :
Nominated % Maximum Dry Density
Compaction :
Nominated % Optimum Moisture Content
Compaction :
Achieved Dry Density before Soak (t/m³) :
California Bearing Ratio Report (1 Point)
25.9
5.0
This document is issued in accordance with NATA's accreditation
requirements.
5
5
-
1.568
100
12.9
30.5
20.8
95
Soaked / 4 days
CBR 2.5mm (%) :
CBR 5.0mm (%) :
Oversize o%
21.8
Standard
25.6
Dry Density after Soak (t/m³) :
Moisture Content after Soak (%) :
0.7 / 4.5 kg
100
100
1.579
101
Page 1 of 1
Pit No. TP 100
Sample Type Bulk
Sample Depth 0.6 -0.7m
1.566
Client: McCloy Group Pty Ltd Report Number: GS/928 - 3
Client address: PO Box 2214 Dangar NSW 2309
Job Number: GS/928 Report Date: 27/05/2011
Project: Ironbark ridge stage 2a, 3b & 5 Order Number:
Location Ironbark Road , Muswellbrook
Lab No: 11/2162 Sample Location
Date Sampled: 6/05/2011
Date Tested: 20/05/2011
Sampled By: Ian Piper
Sample Method: AS1289.1.2.1 c6.5.4 Backhoe
Material Source: Muswellbrook Test Method : AS1289.6.1.1
For Use As: - Lot Number: -
Remarks: - Item Number : -
Soil Description :
Approved Signatory Form Number
RP29-3Simon RichardsNATA Accred No:15689
Swell (%) / Surcharge (kg): 0.1 / 4.5 kgCBR Value (%) :
4.0
SILTY CLAY- Brown
This document is issued in accordance with NATA's accreditation
requirements. The results of the tests, calibrations, and /or
measurements included in this document are traceable to Australian
/National Standards. This document shall not be reproduced, except in
full.
Achieved Percentage of Optimum Moisture
Content (%) : 99 Minimum Specified CBR Value (%) : -
Test Condition (Soaked/Unsoaked) / Soaking
Period (Days) : Soaked / 4 days Oversize %
Achieved Percentage of Maximum Dry Density
(%) : 100 CBR 2.5mm (%) : 4
Achieved Moisture Content (%) : 17.8 CBR 5.0mm (%) : 4
Nominated % Optimum Moisture Content
Compaction : 100
Moisture Content (Top) after Penetration
(%) : 22.3
Achieved Dry Density before Soak (t/m³) : 1.737
Moisture Content (Total) after Penetration
(%) : 19
Compactive Effort : Standard Density Ratio after Soak (%) : 100
Nominated % Maximum Dry Density
Compaction : 100 Field Moisture Content (%) : 12.8
Maximum Dry Density - MDD (t/m³) : 1.738 Dry Density after Soak (t/m³) : 1.736
Optimum Moisture Content - OMC (%) : 18.0 Moisture Content after Soak (%) : 20
California Bearing Ratio Report (1 Point)
Page 1 of 1
Pit No. TP 107
Sample Type Bulk
Sample Depth 0.4 -0.5m
Client: McCloy Group Pty Ltd Report Number: GS/928 - 3
Client address: PO Box 2214 Dangar NSW 2309
Job Number: GS/928 Report Date: 27/05/2011
Project: Ironbark ridge stage 2a, 3b & 5 Order Number:
Location Ironbark Road , Muswellbrook
Lab No: 11/2162 Sample Location
Date Sampled: 6/05/2011
Date Tested: 20/05/2011
Sampled By: Ian Piper
Sample Method: AS1289.1.2.1 c6.5.4 Backhoe
Material Source: Muswellbrook Test Method : AS1289.6.1.1
For Use As: - Lot Number: -
Remarks: - Item Number : -
Soil Description :
Approved Signatory Form Number
RP29-3Simon Richards
NATA Accred No:15689
Swell (%) / Surcharge (kg):
Minimum Specified CBR Value (%) :
Achieved Percentage of Maximum Dry Density
(%) :
Achieved Moisture Content (%) :
CLAY, red brown, with Gravel.
CBR Value (%) :
Density Ratio after Soak (%) :
Field Moisture Content (%) :
Moisture Content (Top) after Penetration
(%) :
Moisture Content (Total) after Penetration
(%) :
Achieved Percentage of Optimum Moisture
Content (%) :
Test Condition (Soaked/Unsoaked) / Soaking
Period (Days) :
Maximum Dry Density - MDD (t/m³) :
Optimum Moisture Content - OMC (%) :
Compactive Effort :
Nominated % Maximum Dry Density
Compaction :
Nominated % Optimum Moisture Content
Compaction :
Achieved Dry Density before Soak (t/m³) :
California Bearing Ratio Report (1 Point)
19
4.0
This document is issued in accordance with NATA's accreditation
requirements.
4
4
-
1.736
100
12.8
22.3
17.8
99
Soaked / 4 days
CBR 2.5mm (%) :
CBR 5.0mm (%) :
Oversize 0%
18.0
Standard
20.0
Dry Density after Soak (t/m³) :
Moisture Content after Soak (%) :
0.1 / 4.5 kg
100
100
1.737
100
Page 1 of 1
Pit No. TP 107
Sample Type Bulk
Sample Depth 0.4 -0.5m
1.738
Client: McCloy Group Pty Ltd Report Number: GS/928 - 4
Client address: PO Box 2214 Dangar NSW 2309
Job Number: GS/928 Report Date: 27/05/2011
Project: Ironbark ridge stage 2a, 3b & 5 Order Number:
Location Ironbark Road , Muswellbrook
Lab No: 11/2163 Sample Location
Date Sampled: 6/05/2011
Date Tested: 20/05/2011
Sampled By: Ian Piper
Sample Method: AS1289.1.2.1 c6.5.4 Backhoe
Material Source: Muswellbrook Test Method : AS1289.6.1.1
For Use As: - Lot Number: -
Remarks: - Item Number : -
Soil Description :
Approved Signatory Form Number
RP29-3Simon Richards
NATA Accred No:15689
Swell (%) / Surcharge (kg):
Minimum Specified CBR Value (%) :
Achieved Percentage of Maximum Dry Density
(%) :
Achieved Moisture Content (%) :
Silty CLAY, brown, trace of Gravel.
CBR Value (%) :
Density Ratio after Soak (%) :
Field Moisture Content (%) :
Moisture Content (Top) after Penetration
(%) :
Moisture Content (Total) after Penetration
(%) :
Achieved Percentage of Optimum Moisture
Content (%) :
Test Condition (Soaked/Unsoaked) / Soaking
Period (Days) :
Maximum Dry Density - MDD (t/m³) :
Optimum Moisture Content - OMC (%) :
Compactive Effort :
Nominated % Maximum Dry Density
Compaction :
Nominated % Optimum Moisture Content
Compaction :
Achieved Dry Density before Soak (t/m³) :
California Bearing Ratio Report (1 Point)
16.4
3.5
This document is issued in accordance with NATA's accreditation
requirements.
3.5
3
-
1.767
98
12.8
22.2
15.6
101
Soaked / 4 days
CBR 2.5mm (%) :
CBR 5.0mm (%) :
Oversize 0%
15.5
Standard
18.3
Dry Density after Soak (t/m³) :
Moisture Content after Soak (%) :
1.8 / 4.5 kg
100
100
1.799
100
Page 1 of 1
Pit No. TP 110
Sample Type Bulk
Sample Depth 0.3 -0.4m
1.800
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