Page i

McCloy Group Pty Ltd Cardno Geotech Solutions Pty Ltd Site Classification Ironbark Ridge Estate Stage 3B, Muswellbrook GS ref 928-007/0, July 2012

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 SUBSURFACE CONDITIONS ..........................................................................................3

4.3 LABORATORY TEST RESULTS .......................................................................................4

5 SITE CLASSIFICATION .......................................................................................................5

5.1 GENERAL ...............................................................................................................5

5.2 SITE CLASSIFICATIONS ...............................................................................................6

5.3 FOOTINGS ..............................................................................................................8

6 CONCLUSIONS .................................................................................................................8

7 LIMITATIONS ...................................................................................................................9

REFERENCES ........................................................................................................................... 10

APPENDIX A

DRAWINGS

APPENDIX B

ENGINEERING LOGS

EXPLANATORY NOTES

APPENDIX C

LABORATORY TESTING REPORTS

APPENDIX D

CSIRO INFORMATION SHEET BTF 18

Cardno (NSW/ACT) Pty Ltd trading as

Cardno Geotech Solutions

ABN 95 001 145 035

P.O Box 4224, Edgeworth 2285

Unit 4/5 Arunga Dr, Beresfield 2322

[P] 0249 494300

[F] 0249 660485

[E] [email protected]

REPORT ON SITE CLASSIFICATION

PROPOSED STAGE 3B

IRONBARK RIDGE ESTATE, MUSWELLBROOK

1 INTRODUCTION

This report presents the findings of geotechnical investigation undertaken for Stage 3B of

the residential subdivision known as Ironbark Ridge Estate at Muswellbrook. The

investigation was undertaken at the request of Mr Shane Boslem of the McCloy Group,

Project developers.

Stage 3B of the subdivision comprises sixteen (16) lots (Lots 300 to 315 inclusive). The report

describes the surface and subsurface conditions encountered at the site, and provide a site

classification in accordance with AS 2870-2011, Residential Slabs and Footings.

For the purpose of the investigation, plans indicating lot layout and were provided by MM

Hyndes Bailey & Co, Job reference 205116, dated January 2012.

GS ref: 928-007/0

18 July 2012

McCloy Muswellbrook Pty Ltd PO Box 2214 Dangar NSW 2309

Attention: Mr Shane Boslem


2 SITE DESCRIPTION

Stage 3B of the proposed development of Ironbark Ridge estate comprised the formation of

sixteen (16) rural/residential lots and associated infrastructure. The stage is located to the

south of Ironbark Road, adjacent stage 2A and 2C of the Ironbark Ridge Estate.

At the time of fieldwork subdivision construction was in progress and comprised the

installation of in ground services and the construction of Jackaroo Close (Road 5).

The site slopes with Stage 3B fall generally towards and old gully line which is coincident

with the alignment of Jackaroo Close. Surface drainage would be expected to follow the

natural topography, falling towards Road 5 eventually draining to the west and south west

to the proposed drainage reserves.

A small detention basin is located on the eastern end of the site in proximity to lots 309 and

310. The detention basin is located along an existing gully line, with the gully line filled

downstream of the basin in the front section of lots 309 to 312.

Several rock outcrops were noted at higher elevations in the stage. Vegetation

predominately comprised cleared open pasture, with thick grass cover along with some

mature native trees.

3 FIELD AND LABORATORY INVESTIGATION

Field investigation work was undertaken on the 22nd March 2011 and 18 June 2012. The

investigation comprised excavation of an initial six (6) test pits (TP301 – TP306) within stage

3B allotments with an additional four (4) tests pits (TP307 to 310) undertaken to provide

further data between the earlier fieldwork locations.

The test pits were logged by a Principal Technical Officer from GS and located by reference

to staked allotment boundaries as shown on Drawing GS928-007-1, attached in Appendix A.

During the course of the test pitting, selected materials were collected for laboratory

testing.

Laboratory testing comprised ten (10) shrink swell tests, eight (8) carried out on 50 mm

diameter thin wall tube samples of the clay soils encountered at the site to measure soil

volume change over an extreme soil moisture content range. Two (2) tests were carried out

on disturbed samples encountered on site. Results of the laboratory testing are detailed on

the attached laboratory test results sheets and are summarised on Table 2.


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 Maitland Group in the vicinity of the Branxton

Formation. The formation is known to comprise rock types and soils derived from

conglomerates, sandstone and siltstone.

4.2 SUBSURFACE CONDITIONS

The subsurface conditions encountered in the test pits are detailed on the log sheets

attached in Appendix B together with explanatory notes, and summarised below in Table 1.

Table 1 - Summary of subsurface conditions

Test Pit Fill / topsoil (m)

Depth to rock (m)

Practical Refusal (m)

Summary of subsurface profile

TP301 0.25 - N/A TOPSOIL (Clayey SILT) / Silty CLAY

TP302 0.20 2.5 N/A TOPSOIL (Silty CLAY) / Silty CLAY

TP303 0.10 1.10 N/A TOPSOIL (Silty CLAY) / Silty CLAY / SILTSTONE

TP304 0.20 2.70 N/A TOPSOIL (Silty CLAY) / Silty CLAY

TP305 0.20 1.80 1.80 TOPSOIL (Clayey SILT) / Silty CLAY / SANDSTONE

TP306 0.20 1.80 1.80 TOPSOIL (Clayey SILT) / Silty CLAY / SANDSTONE

TP307 0.10 1.10 N/A TOPSOIL (Silty CLAY) / Silty CLAY/ SILTSTONE

TP308 0.10 1.20 N/A TOPSOIL (Silty CLAY) / Clayey Silt / Silty CLAY / SILTSTONE

TP309 0.15 1.20 1.60 TOPSOIL (Silty CLAY) / Silty CLAY / Clayey Silt / SILTSTONE

TP310 0.20 1.00 N/A TOPSOIL (Silty CLAY) / Silty CLAY / Gravelly Clayey Silt SILTSTONE


No groundwater seepage was encountered in the test pits at the time of fieldwork, however

in situ moisture conditions in the adjacent lower sections of the site were noted to be

higher. It should be noted that groundwater levels are likely to fluctuate with variations in

climatic and site conditions.

4.3 LABORATORY TEST RESULTS

The results of the shrink swell testing on samples of the clay soils encountered are detailed

on the laboratory reports attached in Appendix C, and summarised below in Table 2.

Table 2 - Summary of Shrink Swell Test Results

Test Pit Depth

(m) Soil Type

Esw (%)

Esh (%)

Iss (%)

TP301 0.50-0.80 Sandy Gravelly CLAY 0.7 1.1 0.8

TP301 1.40-1.80 Silty CLAY 0.0 3.2 1.8

TP302 0.70-1.00 Silty CLAY 0.2 6.3 3.5

TP302 1.80-2.00 Sandy CLAY 2.7 3.0 2.4

TP305 0.60-0.95 Sandy CLAY 0.9 3.6 2.2

TP307 0.60-0.90 Silty CLAY 1.1 6.1 3.7

TP308 0.80-1.00 Silty CLAY 2.1 4.0 2.8

TP308 1.20 Sandy silty CLAY 1.8 2.3 1.8

TP309 0.70-1.0 Clayey Silt 0.0 1.6 0.9

Notes to Table 2:

Esw Swelling strain

Esh Shrinkage strain

Iss Shrink swell Index


5 SITE CLASSIFICATION

5.1 GENERAL

Australian Standard AS 2870-2011 [1] establishes performance requirements and specific

designs for common foundation conditions as well as providing guidance on the design of

footing systems using engineering principles. Site classes as defined on Table 2.1 and 2.3 of

AS 2870 are presented on Table 3 below.

Table 3 - General Definition of Site Classes

Site

Class Foundation

Characteristic

Surface Movement

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

> 75mm

P

Sites which include filled sites (refer to AS 2870 2.4.6), soft soils, such as soft clay or silt or loose sands; landslip; mine subsidence; collapsing soils; soils subject to erosion; reactive sites subject to abnormal moisture conditions or sites which cannot be classified otherwise.

Reactive sites are sites consisting of clay soils that swell on wetting and shrink on drying,

resulting in ground movements that can damage lightly loaded structures. The amount of

ground movement is related to the physical properties of the clay and environmental

factors such as climate, vegetation and watering. A higher probability of damage can occur

on reactive sites where abnormal moisture conditions occur, as defined in AS 2870, due to

factors such as:

Presence of trees on the building site or adjacent site, removal of trees prior to or after

construction, and the growth of trees too close to a footing. The proximity of mature

trees and their effect on foundations should be considered when determining building

areas within each allotment (refer to AS 2870);

Failure to provide adequate site drainage or lack of maintenance of site drainage, failure

to repair plumbing leaks and excessive or irregular watering of gardens;


Unusual moisture conditions caused by removal of structures, ground covers (such as

pavements), drains, dams, swimming pools, tanks etc.

In regard to the performance of footings systems, AS 2870 states “footing systems designed

and constructed in accordance with this Standard on a normal site (see Clause 1.3.2) [1] that

is:

(a) not subject to abnormal moisture conditions; and

(b) maintained such that the original site classification remains valid and abnormal moisture

conditions do not develop;

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.

5.2 SITE CLASSIFICATIONS

The results of the laboratory shrink swell tests summarised in Table 2 indicate that the

tested sandy clay and silty clay soils are slightly reactive to highly reactive.

Based on the soil profiles encountered in the test pits, and in accordance with AS 2870-

2011, the lots in their existing condition would be classified as Class M to Class H1 Highly

Reactive, provided that all footings are founded below any topsoil or fill. It is noted that the

incised gully located in the front section of lots 309 to 312 was filled. Reference to the

supplied General Arrangement Site plan, by MM Hyndes Bailey & Co, Job reference 205116,

Sheet 2 of 27 dated January 2012 indicated this filled section of the gully has a restriction on

development with no habitable structure permitted within a designated area. A copy of the

plan is contained in Appendix A and it should be noted that the fill area is excluded from the

site classification presented herein.

The lot classifications summarised in Table 4 below are recommended for lots in their

existing condition and in the absence of abnormal moisture conditions.

Table 4 - Recommended Site Classifications

Lot Numbers Site Classification

Lots 300 to 302 , 305 & 306 Class M-D, Moderately Reactive

Lots 303, 304, 307 to 315 Class H1-D, Highly Reactive

Notes: The ‘D’ suffix denotes that the lots are within an area of deep moisture change with a Hs of greater or

equal to 3m.


It is noted that a variable depth to rock was encountered in the test pits with a shallow

depth to rock reducing the predicted free surface movement and hence the site

classification. Typically rock was shallower higher in the lots. Further investigation of

individual lots could be undertaken as part of the design process and may indicate a less

severe classification if the weathered rock was found uniformly under the proposed building

footprint and or granular material used to create building pads. Any building pad filling will

need to be placed and compacted in accordance AS3798-2007 “Guidelines on Earthworks

for Commercial and Residential Developments” [2].

Footing design should take into consideration the effect of recent removal and planting of

trees in the vicinity of the development on soil moisture conditions. If recent removal of

trees within the building area and surrounding area has been conducted, sufficient time for

the soil moisture to re-equilibrate should be allowed, or specific engineering assessment

and input would be required for foundation design.

Appendix B of AS 2870-2011 indicates that to reduce but not eliminate the possibility of

damage, trees should be restricted to a distance from the building ¾ × the mature height for

Class M sites and equivalent to the mature height of the trees for Class H1 sites. Where

rows or groups of trees are present the distance from the building should be increased.

The classification assumes that all footings (edge beams, internal beams and load support

thickenings) are founded below any topsoil, slopewash, fill or other deleterious 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 [1] are based on the performance

requirement that significant damage can be avoided provided that site conditions are

properly maintained. Performance requirements and foundation maintenance are outlined

in Appendix B of AS 2870. The above site classification assumes that the performance

requirements as set out in Appendix B of AS 2870 are acceptable and that site foundation

maintenance is undertaken to avoid extremes of wetting and drying.

Details on appropriate site and foundation maintenance practices are presented in

Appendix B of AS 2870-2011 and in CSIRO Information Sheet BTF 18, Foundation

Maintenance and Footing Performance: A Homeowner’s Guide [3], which is attached as

Appendix D.


Adherence to the detailing requirement outlined in Section 5 of AS 2870-2011 [1] is

essential, in particular Section 5.6 Additional requirements for Classes M, H1, H2 and E sites,

including architectural restrictions, plumbing and drainage requirements.

5.3 FOOTINGS

All foundations should be designed and constructed in accordance with AS 2870-2011,

Residential Slabs and Footings [1], with consideration to the site classifications presented in

Section 5.2. 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.

All footings should be founded in stiff or better clay or weathered rock, below any topsoil,

slopewash, deleterious soils or uncontrolled fill. All footings for the same structure should

be founded on strata of similar stiffness and reactivity to minimise the risk of differential

movements, with articulation provided where appropriate.

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 clay may be

proportioned on an allowable bearing capacity of 100kPa.

Piered footings are considered as an alternative to deep edge beams or high level footings.

It is suggested that piered footings, founded in the weathered rock, could be proportioned

on an end bearing pressure of 500kPa.

If foundations for proposed structures are located within the zone of influence of any

service trenching or test pits the structure should be supported by pier footings. The depth

of the pier footing should be extended below the zone of influence ignoring shaft adhesion.

A structural engineer should be consulted for detailing.

Where piered footing are utilised, the potential for volume change in the subsurface profile

should be taken into considered by the designer.

6 CONCLUSIONS

The investigation has identified a subsurface profile comprising of shallow residual clayey

silt silty clay and gravelly silty clays overlying weathered sandstone and siltstone. A topsoil

thickness up to 0.2m was encountered in all test pits.

Where footings are founded in the natural residual clay profile, below any topsoil,

slopewash, uncontrolled fill, or other deleterious materials; a classification based on those

assumed in Table 4 can be adopted.


Potential for reduction in classification is available where rock is uniformly encountered at a

depth of 1.0m

High-level footings founded in the natural stiff or better residual clay soils may be

proportioned on an allowable bearing pressure of 100kPa. Where piered footings founded

in the underlying weathered rock are utilised, an allowable end bearing pressure of 500kPa

could be adopted.

7 LIMITATIONS

Geotech Solutions (GS) have performed investigation for this project in general accordance

with current professional and industry standards.

The extent of testing associated with the site classifications is limited to discrete test

locations, and variations in ground conditions can occur between and away from sub

locations. Site classifications are based on the presumption of similar subsurface conditions

between test locations.

A geotechnical consultant or qualified engineer should inspect footing and excavations to

confirm assumed conditions in this assessment. If subsurface conditions encountered during

construction differ from those given in this report, further advice should be sought without

delay.

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 of site

classification and should not be relied on for other purposes. This report was prepared

solely for the use by McCloy Group Pty Ltd and any reliance assumed by other parties on

this report shall be at such parties own risk.

Yours faithfully,

Geotech Solutions Pty Ltd

Ian G. Piper James Young

Associate Director


REFERENCES

[1] Australian Standard AS 2870-2011: Residential Slabs and Footings, Standards

Australia, 2011.

[2] AS 3798 - 2007: “Guidelines on Earthworks for Commercial and Residential

Developments”, Standards Australia

Appendix A

Drawings

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

SITE CLASSIFICATION

IRONBARK RIDGE STAGE 3B, MUSWELLBROOK

PROPOSED RESIDENTIAL DEVELOPMENT GS928-007-1

GS928

McCloy Group Pty Ltd NTS

Beresfield

16 July2012

JD

IGP

SITE

NOTES:

Drawing adapted from “Lot Layout” plan, Ironbark Ridge, MM Hyndes Bailey & Co, Job Ref: 205116, dated January 2012

LEGEND:

Approximate test pit locations and numbers

N

TP304

TP301

TP302

TP303

TP305

TP306

TP310

TP307

TP308

TP309

Appendix B

Engineering Logs

Explanatory Notes

TOPSOIL, Clayey SILT, brown, with organics, trace sand, trace gravel

Silty CLAY, high plasticity, light yellow brown, with some sand and gravel,fine to coarse grained

Mottled yellow brown grey

Testpit TP301 terminated at 2.80 m

M

M VSt

Thick grass, occasional mature tree

Gravel and sand content vary overdepth of pit

0.25m

2.80m

Not

Enc

ount

ere

d

0.50m

1.40m

U5050

0.80m

U5050

1.80m

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 : 5t Excavator

LOGGED BY : IGPDATE EXCAVATED : 22/3/12

METHOD : 450mm toothed bucket

STRUCTURE& Other Observations

LOCATION : See Drawing for location

CHECKED BY : IGP

TESTPIT LOG

File: GS928 TP301 Page 1 OF 1

MATERIAL DESCRIPTIONSoil Type, plasticity or particle characteristic, colour

Rock Type, grain size, colourSecondary and minor components

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

2.5

3.0

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 Muswellbrook Pty Ltd

PROJECT : Geotechnical Investigation

LOCATION : Ironbark Ridge Estate Stage 3B - Ironbark Road, Muswellbrook

PROJECT REF : GS928

HOLE NO : TP301

CLA

SS

IFIC

AT

ION

SY

MB

OL

CARDNO GEOTECH SOLUTIONS

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 STRENGTHRELATIVE 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

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

21/

06/2

012

15:1

0 8

.30.

002

TOPSOIL, Silty CLAY, high plasticity, dark brown to black, with organics

Silty CLAY, high plasticity, brown

Becoming grey brown

Silty CLAY, high to medium plasticity, brown dry grey, some sand androck fragments grading to extremely weathered siltstone, trace sand


M

M

M - D

St

VSt

VSt

Rock fragments

0.20m

1.60m

2.90m

Not

Enc

ount

ere

d

0.70m

1.80m

U5050

1.00m

B

2.00m

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






CHECKED BY : IGP

TESTPIT LOG




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

2.5

3.0

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




PROJECT REF : GS928

HOLE NO : TP302

CLA

SS

IFIC

AT

ION

SY

MB

OL


ROCK WEATHERING

RSXWDWSWFR



ELVLLMHVHEH


DMWOMCPL





UDESBSPTHP

VSSFStVStH



VLLMDDVD

Water inflow

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

21/

06/2

012

15:1

0 8

.30.

002

TOPSOIL, Silty CLAY, high plasticity, red brown, with organics

Silty CLAY, high plasticity, red brown

Silty CLAY, medium to high plasticity, yellow brown, with some gravel andsand

Siltstone, yellow brown grey


M

M

D

XW

St

St

VSt

EL

Thick grass adjacent mature tree

0.10m

0.65m

1.10m

1.50m

Not

Enc

ount

ere

d

1.20mD

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






CHECKED BY : IGP

TESTPIT LOG




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

2.5

3.0

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




PROJECT REF : GS928

HOLE NO : TP303

CLA

SS

IFIC

AT

ION

SY

MB

OL


ROCK WEATHERING

RSXWDWSWFR



ELVLLMHVHEH


DMWOMCPL





UDESBSPTHP

VSSFStVStH



VLLMDDVD

Water inflow

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

21/

06/2

012

15:1

0 8

.30.

002

TOPSOIL, Silty CLAY, medium to high plasticity, dark brown, with sandand fine gravel, with organics

Silty CLAY, high plasticity, brown, with some sand and gravel

Grading to yellow brown

Becoming grey to black, very stiff(Extremely weathered siltstone, low grade carboniferous siltstone)


D to M

M St

Several adjacent mature trees

0.20m

2.70m

Not

Enc

ount

ere

d

1.50mD

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






CHECKED BY : IGP

TESTPIT LOG




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

2.5

3.0

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




PROJECT REF : GS928

HOLE NO : TP304

CLA

SS

IFIC

AT

ION

SY

MB

OL


ROCK WEATHERING

RSXWDWSWFR



ELVLLMHVHEH


DMWOMCPL





UDESBSPTHP

VSSFStVStH



VLLMDDVD

Water inflow

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

21/

06/2

012

15:1

0 8

.30.

002

TOPSOIL, Clayey SILT, dark brown, some sand and fine gravel

Silty CLAY, high plasticity, yellow brown, some sand and gravel

Grading to grey

SANDSTONE, light yellow brown grey


D

D to M VSt

EL

Adjacent mature trees and fillstockpile, thin grass

0.20m

1.80m

2.00m

Not

Enc

ount

ere

d

0.60m

1.60m

U5050

0.95m

U5050

1.90m

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






CHECKED BY : IGP

TESTPIT LOG




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

2.5

3.0

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




PROJECT REF : GS928

HOLE NO : TP305

CLA

SS

IFIC

AT

ION

SY

MB

OL


ROCK WEATHERING

RSXWDWSWFR



ELVLLMHVHEH


DMWOMCPL





UDESBSPTHP

VSSFStVStH



VLLMDDVD

Water inflow

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

21/

06/2

012

15:1

0 8

.30.

002

TOPSOIL, Clayey SILT, light brown, with organics

Silty CLAY, medium to high plasticity, yellow brown

SANDSTONE, light yellow brown grey


D

D to M

EL

Adjacent topsoil stockpile

0.20m

1.80m

2.00m

Not

Enc

ount

ere

d

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






CHECKED BY : IGP

TESTPIT LOG




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

2.5

3.0

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




PROJECT REF : GS928

HOLE NO : TP306

CLA

SS

IFIC

AT

ION

SY

MB

OL


ROCK WEATHERING

RSXWDWSWFR



ELVLLMHVHEH


DMWOMCPL





UDESBSPTHP

VSSFStVStH



VLLMDDVD

Water inflow

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

21/

06/2

012

15:1

0 8

.30.

002

TOPSOIL, Silty CLAY, high plasticity, dark brown, with organics

Silty CLAY, high plasticity, dark brown

SILTSTONE, light grey yellow


M

M

XW

VSt

VSt

EL

0.10m

1.10m

1.60m

Not

Enc

ount

ere

d

0.60m

U50

0.90m

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 : Kobelco 13t


METHOD : 600mm bucket



CHECKED BY : IGP

TESTPIT LOG




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

2.5

3.0

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




PROJECT REF : GS928

HOLE NO : TP307

CLA

SS

IFIC

AT

ION

SY

MB

OL


ROCK WEATHERING

RSXWDWSWFR



ELVLLMHVHEH


DMWOMCPL





UDESBSPTHP

VSSFStVStH



VLLMDDVD

Water inflow

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

21/

06/2

012

15:1

0 8

.30.

002


Clayey SILT, medium plasticity, dark brown


SILTSTONE, light grey yellow


M

M

M

XW

VSt

VSt

EL

0.10m

0.40m

1.20m

1.50m

Not

Enc

ount

ere

d

0.80m

1.20m

U50

1.00m

DC

ON

SIS

TE

NC

Y /

RE

L D

EN

SIT

Y /

RO

CK

ST

RE

NG

TH

MO

IST

UR

E /

WE

AT

HE

RIN

G






CHECKED BY : IGP

TESTPIT LOG




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

2.5

3.0

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




PROJECT REF : GS928

HOLE NO : TP308

CLA

SS

IFIC

AT

ION

SY

MB

OL


ROCK WEATHERING

RSXWDWSWFR



ELVLLMHVHEH


DMWOMCPL





UDESBSPTHP

VSSFStVStH



VLLMDDVD

Water inflow

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

21/

06/2

012

15:1

0 8

.30.

002



Clayey SILT, medium plasticity, light brown, with some gravel

SILTSTONE

Some iron cemented bands


M

M

M

XW

VSt

VSt

EL

0.15m

0.60m

1.20m

1.60m

Not

Enc

ount

ere

d

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






CHECKED BY : IGP

TESTPIT LOG




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

2.5

3.0

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




PROJECT REF : GS928

HOLE NO : TP309

CLA

SS

IFIC

AT

ION

SY

MB

OL


ROCK WEATHERING

RSXWDWSWFR



ELVLLMHVHEH


DMWOMCPL





UDESBSPTHP

VSSFStVStH



VLLMDDVD

Water inflow

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

21/

06/2

012

15:1

0 8

.30.

002


Silty CLAY, medium to high plasticity, dark brown

Gravelly Clayey SILT, high plasticity, brown

Grading to Siltstone

SILTSTONE

Some iron cemented bands


M

M

M

XW

VSt

VSt

H

EL

0.15m

0.55m

1.00m

1.60m

Not

Enc

ount

ere

d

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






CHECKED BY : IGP

TESTPIT LOG




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

2.5

3.0

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




PROJECT REF : GS928

HOLE NO : TP310

CLA

SS

IFIC

AT

ION

SY

MB

OL


ROCK WEATHERING

RSXWDWSWFR



ELVLLMHVHEH


DMWOMCPL





UDESBSPTHP

VSSFStVStH



VLLMDDVD

Water inflow

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

21/

06/2

012

15:1

0 8

.30.

002

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

Appendix C

Laboratory Testing Reports

Client: McCloy Group Pty Ltd Report Number: GS/928 - 15

Client Address: PO Box 2214 Dangar NSW 2309 Page 1 of 1

Job Number: GS/928 Report Date: 27/04/2012

Project: Ironbark Ridge Stage 3b Order Number:

Location Ironbark Road , Muswellbrook Test Method : AS1289.7.1.1

Lab No: 12/2325 Sample Location

Date Sampled: 23/03/2012

Date Tested: 3/04/2012

Sampled By: Ian Piper

Sample Method: AS1289.1.2.1 c6.5.4 Backhoe

Material Source: In Situ

For Use As: - Lot Number: -

Remarks: - Item Number : -

14.25 14.6

1.1 17.8

2 >600

0.7 310

0.8

Visual Classification :

Inert Material Estimate(%):

Cracking :

Crumbling :

APPROVED SIGNATORY FORM NUMBER

RP106-2Simon Richards

NATA Accred No:15689

This document is issued in accordance with NATA's accreditation

requirements. Accredited for compliance with ISO/IEC 17025. The results

of the tests, calibrations and/or measurements included in this document

are traceable to Australian/national standards.

Minor

Shrink Swell Index Report

Swell MC Before(%):

Swell MC After(%) :

PP Before (kPa):

Page 1 of 1

TP301

U50

0.5 - 0.8m

Shrink Swell Index (Iss %):

Sandy Gravelly CLAY, pale brown/brown.

5

Moderate

PP After (kPa):

Shrinkage Moisture Content (%) :

Shrinkage (%) :

Unit Weight (t/m³) :

Swell (%) :














16.94 16.1

3.2 18.4

1.96 350

0.0 350

1.8



Cracking :

Crumbling :








Nil


Swell MC Before(%):

Swell MC After(%) :

PP Before (kPa):

Page 1 of 1

TP301

U50

1.4 - 1.8m


Sandy CLAY, pale brown, trace of Gravel.

1

Minor

PP After (kPa):


Shrinkage (%) :


Swell (%) :














29.22 27.1

6.3 33.1

1.84 190

0.2 170

3.5



Cracking :

Crumbling :








Nil


Swell MC Before(%):

Swell MC After(%) :

PP Before (kPa):

Page 1 of 1

TP302

U50

0.7 - 1.0m


Silty CLAY, dark brown, trace of Gravel.

1

Major

PP After (kPa):


Shrinkage (%) :


Swell (%) :












For Use As: Remoulded at field moisture content. Lot Number: -


17.74 18.2

3.0 20.6

2.05 >600

2.7 270

2.4



Cracking :

Crumbling :








Nil


Swell MC Before(%):

Swell MC After(%) :

PP Before (kPa):

Page 1 of 1

TP302

D

1.8 - 2.0m


Sandy CLAY, pale grey/brown.

5

Minor

PP After (kPa):


Shrinkage (%) :


Swell (%) :














19.55 19.1

3.6 22.6

1.91 570

0.9 270

2.2



Cracking :

Crumbling :








Nil


Swell MC Before(%):

Swell MC After(%) :

PP Before (kPa):

Page 1 of 1

TP305

U50

0.6 - 0.95m


Sandy CLAY, brown, trace of Gravel.

2

Major

PP After (kPa):


Shrinkage (%) :


Swell (%) :














16.26 18.4

1.1 22.7

1.96 >600

0.9 290

0.9



Cracking :

Crumbling :








Nil


Swell MC Before(%):

Swell MC After(%) :

PP Before (kPa):

Page 1 of 1

TP305

U50

1.6 - 1.9m


Sandy Gravelly CLAY, brown.

5

Major

PP After (kPa):


Shrinkage (%) :


Swell (%) :









Sampled By: James Dillon

Sample Method: AS 1289 1.2.1 c 6.5.4 Test Pit




25.19 27.0

6.1 29.6

1.86 550

1.1 210

3.7



Cracking :

Crumbling :








Nil


Swell MC Before(%):

Swell MC After(%) :

PP Before (kPa):

Page 1 of 1

TP307

U50

0.6 - 0.9m


Silty CLAY, mottled dark grey/brown.

2

Minor

PP After (kPa):


Shrinkage (%) :


Swell (%) :














17.92 20.6

4.0 24.5

1.97 >600

2.1 190

2.8



Cracking :

Crumbling :








Nil


Swell MC Before(%):

Swell MC After(%) :

PP Before (kPa):

Page 1 of 1

TP308

U50

0.8 - 1.0m


Sandy CLAY, brown.

2

Nil

PP After (kPa):


Shrinkage (%) :


Swell (%) :













Remarks: Remoulded with 3% moisture added. Item Number : -

16.14 16.6

2.3 20.3

1.94 570

1.8 320

1.8 FMC(%) : 13.2



Cracking :

Crumbling :








Minor


Swell MC Before(%):

Swell MC After(%) :

PP Before (kPa):

Page 1 of 1

TP308

D

1.2m


Sandy Silty CLAY, pale grey mottled brown.

5

Minor

PP After (kPa):


Shrinkage (%) :


Swell (%) :











Material Source: -



21.53 19.4

1.6 20.8

1.97 350

0.0 350

0.9



Cracking :

Crumbling :








Nil


Swell MC Before(%):

Swell MC After(%) :

PP Before (kPa):

Page 1 of 1

TP309

U50

0.7 - 1.0m


Gravelly SAND, brown.

5

Moderate

PP After (kPa):


Shrinkage (%) :


Swell (%) :

Appendix D

CSIRO Information Sheet BTF 18

REPORT ON SITE CLASSIFICATION IRONBARK RIDGE STAGE …

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