murray park estate park_soil_tests 35_48.pdf · organic silt silt clay organic clay peat gw gp gm...

Coffey Geotechnics Pty Ltd ABN 93 056 929 483

As a client of Coffey you should know that site subsurface conditions cause more constructionproblems than any other factor. These notes have been prepared by Coffey to help youinterpret and understand the limitations of your report.

Your report is based on project specific criteria

Your report has been developed on the basis of yourunique project specific requirements as understoodby Coffey and applies only to the site investigated.Project criteria typically include the general nature ofthe project; its size and configuration; the location ofany structures on the site; other site improvements;the presence of underground utilities; and the additionalrisk imposed by scope-of-service limitations imposedby the client. Your report should not be used if thereare any changes to the project without first askingCoffey to assess how factors that changed subsequentto the date of the report affect the report'srecommendations. Coffey cannot accept responsibilityfor problems that may occur due to changed factorsif they are not consulted.

Subsurface conditions can change

Subsurface conditions are created by natural processesand the activity of man. For example, water levelscan vary with time, fill may be placed on a site andpollutants may migrate with time. Because a reportis based on conditions which existed at the time ofsubsurface exploration, decisions should not be basedon a report whose adequacy may have been affectedby time. Consult Coffey to be advised how time mayhave impacted on the project.

Interpretation of factual data

Site assessment identifies actual subsurface conditionsonly at those points where samples are taken andwhen they are taken. Data derived from literatureand external data source review, sampling and subsequent laboratory testing are interpreted bygeologists, engineers or scientists to provide anopinion about overall site conditions, their likelyimpact on the proposed development and recommendedactions. Actual conditions may differ from those inferredto exist, because no professional, no matter howqualified, can reveal what is hidden by

Your report will only givepreliminary recommendationsYour report is based on the assumption that thesite conditions as revealed through selectivepoint sampling are indicative of actual conditionsthroughout an area. This assumption cannot besubstantiated until project implementation hascommenced and therefore your report recommendationscan only be regarded as preliminary. Only Coffey,who prepared the report, is fully familiar with thebackground information needed to assess whetheror not the report's recommendations are valid andwhether or not changes should be considered asthe project develops. If another party undertakesthe implementation of the recommendations of thisreport there is a risk that the report will be misinterpretedand Coffey cannot be held responsible for suchmisinterpretation.

earth, rock and time. The actual interface betweenmaterials may be far more gradual or abrupt thanassumed based on the facts obtained. Nothing canbe done to change the actual site conditions whichexist, but steps can be taken to reduce the impact ofunexpected conditions. For this reason, ownersshould retain the services of Coffey through thedevelopment stage, to identify variances, conductadditional tests if required, and recommend solutionsto problems encountered on site.

Your report is prepared forspecific purposes and personsTo avoid misuse of the information contained in yourreport it is recommended that you confer with Coffeybefore passing your report on to another party whomay not be familiar with the background and thepurpose of the report. Your report should not beapplied to any project other than that originallyspecified at the time the report was issued.

Important information about your Coffey Report

* For further information on this aspect reference should bemade to "Guidelines for the Provision of Geotechnicalinformation in Construction Contracts" published by theInstitution of Engineers Australia, National headquarters,Canberra, 1987.

Interpretation by other design professionals

Costly problems can occur when other design professionals develop their plans based on misinterpretationsof a report. To help avoid misinterpretations, retainCoffey to work with other project design professionalswho are affected by the report. Have Coffey explainthe report implications to design professionals affectedby them and then review plans and specificationsproduced to see how they incorporate the reportfindings.

Data should not be separated from the report*

The report as a whole presents the findings of the siteassessment and the report should not be copied inpart or altered in any way.

Logs, figures, drawings, etc. are customarily includedin our reports and are developed by scientists,engineers or geologists based on their interpretationof field logs (assembled by field personnel) andlaboratory evaluation of field samples. These logs etc.should not under any circumstances be redrawn forinclusion in other documents or separated from thereport in any way.

Geoenvironmental concerns are not at issue

Your report is not likely to relate any findings,conclusions, or recommendations about the potentialfor hazardous materials existing at the site unlessspecifically required to do so by the client. Specialistequipment, techniques, and personnel are used toperform a geoenvironmental assessment.Contamination can create major health, safety andenvironmental risks. If you have no information aboutthe potential for your site to be contaminated or createan environmental hazard, you are advised to contactCoffey for information relating to geoenvironmentalissues.

Rely on Coffey for additional assistance

Coffey is familiar with a variety of techniques andapproaches that can be used to help reduce risks forall parties to a project, from design to construction. Itis common that not all approaches will be necessarilydealt with in your site assessment report due toconcepts proposed at that time. As the projectprogresses through design towards construction,speak with Coffey to develop alternative approachesto problems that may be of genuine benefit both intime and cost.

Responsibility

Reporting relies on interpretation of factual informationbased on judgement and opinion and has a level ofuncertainty attached to it, which is far less exact thanthe design disciplines. This has often resulted in claimsbeing lodged against consultants, which are unfounded.To help prevent this problem, a number of clauseshave been developed for use in contracts, reports andother documents. Responsibility clauses do not transferappropriate liabilities from Coffey to other parties butare included to identify where Coffey's responsibilitiesbegin and end. Their use is intended to help all partiesinvolved to recognise their individual responsibilities.Read all documents from Coffey closely and do nothesitate to ask any questions you may have.



drawn

approved

date

scale

originalsize

client:

project:

title:

project no: figure no:A4

LP

HK

30/09/2013

NTS

Esler & Associates

Lot 35 Site Classification

Murray Park Stage One, NSW

Test Location Plan

INFOALBU03359AA FIGURE 1

BH1

Approximate Borehole Location

Legend

DEFINITION:In engineering terms soil includes every type of uncementedor partially cemented inorganic or organic material found inthe ground. In practice, if the material can be remoulded ordisintegrated by hand in its field condition or in water it isdescribed as a soil. Other materials are described using rockdescription terms.

CLASSIFICATION SYMBOL & SOIL NAMESoils are described in accordance with the Unified SoilClassification (UCS) as shown in the table on Sheet 2.

PARTICLE SIZE DESCRIPTIVE TERMS

MOISTURE CONDITION

CONSISTENCY OF COHESIVE SOILS

DENSITY OF GRANULAR SOILS

MINOR COMPONENTS

SOIL STRUCTURE

GEOLOGICAL ORIGIN

Boulders

Cobbles

>200 mm

63 mm to 200 mm

Gravel coarse

medium

fine

20 mm to 63 mm

6 mm to 20 mm

2.36 mm to 6 mm

Sand coarse

medium

fine

600 μm to 2.36 mm

200 μm to 600 μm

75 μm to 200 μm

Looks and feels dry. Cohesive and cemented soilsare hard, friable or powdery. Uncemented granularsoils run freely through hands.

Soil feels cool and darkened in colour. Cohesivesoils can be moulded. Granular soils tend to cohere.

As for moist but with free water forming on handswhen handled.

Very Soft

Soft

Firm

Stiff

Very Stiff

Hard

Friable

<12

12 - 25

25 - 50

50 - 100

100 - 200

>200

–

A finger can be pushed well into thesoil with little effort.

A finger can be pushed into the soilto about 25mm depth.

The soil can be indented about 5mmwith the thumb, but not penetrated.

The surface of the soil can beindented with the thumb, but notpenetrated.

The surface of the soil can be marked,but not indented with thumb pressure.

The surface of the soil can be markedonly with the thumbnail.

Crumbles or powders when scrapedby thumbnail.

Very loose

Loose

Medium Dense

Dense

Very Dense

Less than 15

15 - 35

35 - 65

65 - 85

Greater than 85

Trace of

With some

Presence just detectableby feel or eye, but soilproperties little or nodifferent to generalproperties of primarycomponent.

Coarse grained soils:<5%

Fine grained soils:<15%

Presence easily detectedby feel or eye, soilproperties little differentto general properties ofprimary component.

Coarse grained soils:5 - 12%Fine grained soils:15 - 30%

Layers

Lenses

Pockets

Continuous acrossexposure or sample.

Discontinuouslayers of lenticularshape.

Irregular inclusionsof different material.

Weaklycemented

Moderatelycemented

Easily broken up byhand in air or water.

Effort is required tobreak up the soil byhand in air or water.

Extremelyweatheredmaterial

Residual soil

Aeolian soil

Alluvial soil

Colluvial soil

Fill

Lacustrine soil

Marine soil

Structure and fabric of parent rock visible.

Structure and fabric of parent rock not visible.

Deposited by wind.

Deposited by streams and rivers.

Deposited on slopes (transported downslopeby gravity).

Man made deposit. Fill may be significantlymore variable between tested locations thannaturally occurring soils.

Deposited by lakes.

Deposited in ocean basins, bays, beachesand estuaries.

Dry

Moist

Wet

TERM ASSESSMENTGUIDE

PROPORTION OFMINOR COMPONENT IN:

TERM DENSITY INDEX (%)

ZONING CEMENTING

WEATHERED IN PLACE SOILS

TRANSPORTED SOILS

TERMUNDRAINEDSTRENGTHsu (kPa)

FIELD GUIDE

Soil Description Explanation Sheet (1 of 2)

NAME SUBDIVISION SIZE

SOIL CLASSIFICATION INCLUDING IDENTIFICATION AND DESCRIPTION

COMMON DEFECTS IN SOIL

(Excluding particles larger than 60 mm and basing fractions on estimated mass)

Wide range in grain size and substantialamounts of all intermediate particle sizes.

Predominantly one size or a range of sizeswith more intermediate sizes missing.

Non-plastic fines (for identificationprocedures see ML below)

Plastic fines (for identification proceduressee CL below)

Wide range in grain sizes and substantialamounts of all intermediate sizes

Predominantly one size or a range of sizeswith some intermediate sizes missing.

Non-plastic fines (for identificationprocedures see ML below).

Plastic fines (for identification proceduressee CL below).

IDENTIFICATION PROCEDURES ON FRACTIONS <0.2 mm.

None to Low

Medium to High

Low to medium

Low to medium

High

Medium to High

Quick to slow

None

Slow to very slow

Slow to very slow

None

None

None

Medium

Low

Low to medium

High

Low to medium

ML

CL

OL

MH

CH

OH

Pt

SILT

CLAY

ORGANIC SILT

SILT

CLAY

ORGANIC CLAY

PEAT

GW

GP

GM

GC

SW

SP

SM

SC

GRAVEL

GRAVEL

SILTY GRAVEL

CLAYEY GRAVEL

SAND

SAND

SILTY SAND

CLAYEY SAND

HIGHLY ORGANICSOILS

Readily identified by colour, odour, spongy feel andfrequently by fibrous texture.

Low plasticity – Liquid Limit wL less than 35%. Medium plasticity – wL between 35% and 50%. High plasticity – wL greater than 50%.

PARTING

JOINT

SHEAREDZONE

SHEAREDSURFACE

A surface or crack across which thesoil has little or no tensile strength.Parallel or sub parallel to layering(eg bedding). May be open or closed.

A surface or crack across which the soilhas little or no tensile strength but which isnot parallel or sub parallel to layering. Maybe open or closed. The term 'fissure' maybe used for irregular joints <0.2 m in length.

Zone in clayey soil with roughlyparallel near planar, curved or undulatingboundaries containing closely spaced,smooth or slickensided, curved intersectingjoints which divide the mass into lenticularor wedge shaped blocks.

A near planar curved or undulating, smooth,polished or slickensided surface in clayeysoil. The polished or slickensided surfaceindicates that movement (in many casesvery little) has occurred along the defect.

A zone in clayey soil, usually adjacentto a defect in which the soil has ahigher moisture content than elsewhere.

SOFTENEDZONE

TUBE

TUBECAST

INFILLEDSEAM

Tubular cavity. May occur singly or as oneof a large number of separate orinter-connected tubes. Walls often coatedwith clay or strengthened by denser packingof grains. May contain organic matter

Roughly cylindrical elongated body of soildifferent from the soil mass in which itoccurs. In some cases the soil whichmakes up the tube cast is cemented.

Sheet or wall like body of soil substanceor mass with roughly planar to irregularnear parallel boundaries which cutsthrough a soil mass. Formed by infilling ofopen joints.

FIN

E G

RA

INE

D S

OIL

SM

ore

than

50%

of m

ater

ial l

ess

than

63 m

m is

sm

alle

r th

an 0

.075

mm

(A 0

.075

mm

par

ticle

is a

bou

t th

e sm

alle

st p

artic

le v

isib

le t

o th

e na

ked

eye

)

SIL

TS &

CLA

YS

SIL

TS &

CLA

YS

SA

ND

SG

RA

VE

LSLi

qui

d li

mit

grea

ter

than

50

Liq

uid

lim

itle

ss t

han

50M

ore

than

hal

f of c

oars

efr

actio

n is

sm

alle

r th

an 2

.36

mm

Mor

e th

an h

alf o

f coa

rse

frac

tion

is la

rger

tha

n 2.

36 m

m

SA

ND

SW

ITH

FIN

ES

CLE

AN

SA

ND

SG

RA

VE

LSW

ITH

FIN

ES

CLE

AN

GR

AV

ELS

(Ap

pre

ciab

leam

ount

of fi

nes)

(Litt

leor

no

fines

)

(Ap

pre

ciab

leam

ount

of fi

nes)

(Litt

leor

no

fines

)

CO

AR

SE

GR

AIIN

ED

SO

ILS

Mor

e th

an 5

0% o

f mat

eria

ls le

ss t

han

63 m

m is

larg

er t

han

0.07

5 m

m

FIELD IDENTIFICATION PROCEDURES PRIMARY NAME

TERM DEFINITION DIAGRAM TERM DEFINITION DIAGRAM

DRY STRENGTH DILATANCY TOUGHNESS


USC

72810-03/02/2009

SC

SC

CL

CL

CL

Not

Obs

erv

ed

M

>Wp

L

MD

St / VSt

VSt

AD

/V

Clayey SAND: fine to medium grained, palebrown/yellow, low plasticity.

Clayey SAND: fine to medium grained, brown,low plasticity.

Clayey SAND: fine to medium grained,yellow/grey, low plasticity.

Sandy CLAY: medium plasticity, yellow, fineto medium grained sand.

CLAY: medium plasticity, yellow/brown, tracesof fine to coarse grained sand.

CLAY: medium plasticity, yellow/grey/orange,traces of fine to coarse grained sand.

Borehole Lot 35 - BH1 terminated at 3.0 mTarget depth

FILL

TOPSOIL

ALLUVIAL

Shrink Swell Index - Iss (%):0.8


U50

U50

D

RL

(m)

drilling information material substance

Lot 35 - BH1

INFOALBU03459AA

20 Sep 2013

20 Sep 2013

RB

TWS

Borehole ID.

sheet:

project no.

date started:

date completed:

logged by:

checked by:

Esler and Associates

Murray Park Estate Stage 1

Lot 35 Pioneer Drive

client:

principal:

project:

location:

hole diameter : 100 mm

surface elevation : Not Specified angle from horizontal: -90°

mounting: Trailerdrill model: Gemco HS7

position: Not Specified

1 of 1

Engineering Log - Borehole

grap

hic

log

clas

sific

atio

nsy

mbo

l

wat

er

moi

stur

eco

nditi

on

cons

iste

ncy

/re

lativ

e de

nsi

ty

samples & field tests consistency / relative density

undisturbed sample ##mm diameterdisturbed samplebulk disturbed sampleenvironmental samplehand penetrometer (kPa)standard penetration test (SPT)SPT - sample recoveredSPT with solid conevane shear;peak/remouded

(uncorrected kPa)refusal

U##DBEHPNN*NcVS

R

supportM mudC casing

N nil VSSFStVStHFbVLLMDDVD

very softsoftfirmstiffvery stiffhardfriablevery looseloosemedium densedensevery dense

classification symbol &soil descriptionbased on Unified

Classification System

water

water outflow

water inflow

penetration

no resistanceranging torefusal

10-Oct-12 waterlevel on date shown

method

1 2 3

ADASRRWCTHADTBVT *e.g.

auger drilling*auger screwing*roller/triconewashborecable toolhand augerdiatubeblank bitV bitTC bitbit shown by suffixAD/T

met

hod

&su

ppor

t SOIL TYPE: plasticity or particle characteristic,colour, secondary and minor components

material description structure andadditional observations

2 4 6 8 10

DCP(blows/

100 mm)

1 2 3pe

netr

atio

n

samples &field tests

dept

h (m

)

0.5

1.0

1.5

2.0

2.5

3.0

3.5

CD

F_0

_9_0

4A

R.G

LB L

og C

OF

BO

RE

HO

LE: N

ON

CO

RE

D +

DC

P I

NF

OA

LBU

034

59A

A.G

PJ

<<

Dra

win

gFile

>>

09/

10/2

013

16:0

6

moistureDMW

drymoistwet

(kPa)

handpenetro-

meter

100

200

300

400

Albury LaboratoryCoffey Testing Pty LtdABN 92 114 364 0461/314 Kiewa StreetAlbury, NSW 2640

Telephone: +61 02 6023 3799Facsimile: +61 22 6023 644

Report No.:Issue No.: 1

This report replaces all previous isues of report no. 'DCP:(type number here)'.

Client:

Principal:

Job No.:Approved Signatory: Herbert Kaiserseder

NATA Accredited Laboratory Number: 431Date of Issue: 10th October 2013

Sample ID:

Test Procedure: AS1289.6.3.2 Test Date:

3

6

5

3

3

1

2

5

6

7

13

10

12

15

15

September 20, 2013

Site Classification - Murray Park Estate Stage One

Esler & Associates

598 Macauley Street

Albury, NSW 2640

readings recorded in blows per 100mm

Sample Details

TRN:35

1 2

Lot No.:

DCP1 - Lot 35 Pioneer Drive, Murray Park Estate, refer to Figure 1, report INFOALBU03459AA-AA-Lot35

3 4 5 6

N/A

Test Resultstest numbers

Office Manager

INFOALBU03459AA

Dynamic Cone Penetrometer Test Report

Project:

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.

7 8 test locations/remarks

1800

2000

2100

2200

1400

1500

1900

General Information:

600

700

Groundwater Level: >5.5m

Test Commenced at: Surface

Moisture Condition: Moist

Soil Description: Clayey Sand/Sandy Clay/Clay, fine to medium grained sand, brown/yellow/grey, low to medium plasticity

Form

Num

ber: R003A

Version D

ate: 01/07/2013

2300

Page 1 of 1

1600

1700

1200

100

200

300

400

500

1300

800

900

1000

1100

R = Practical DCP Refusal E = Borehole or Test Pit Excavated

depth below surface (mm)

Sample DetailsSample ID: ALBU13S-00960 Sampling Method: AS1289.1.2.1 Clause 6.5.3Date Sampled: 20/09/2013 Material: Clayey SANDDate Submitted: 20/09/2013 Source: U50 TubeDate Tested: 23/09/2013Project Location: Corrys Road, Thurgoona, NSWSample Location: Lot 35, Borehole BH1, 0.6m - 0.8m, Centre of blockBorehole Number: Lot35-BH1Borehole Depth (m): 0.6m - 0.8m

Shrink Test AS 1289.7.1.1Shrink on drying (%): 1.5Shrinkage Moisture Content (%): 15.0Est. inert material (%): NoneCrumbling during shrinkage: NilCracking during shrinkage: Nil

Swell Test AS 1289.7.1.1Swell on Saturation (%): -1.3Moisture Content before (%): 14.9Moisture Content after (%): 17.0Est. Unc. Comp. Strength before (kPa): n/aEst. Unc. Comp. Strength after (kPa): n/a

Shrink Swell

Shrink Swell Index - Iss (%): 0.8

Accredited for compliance with ISO/IEC 17025. The results of the tests, calibrations and/ormeasurements included in this document are traceableto Australian/national standards.

25/09/2013

Shrink Swell Index ReportReport No: SSI:ALBU13S-00960

Issue No: 1

Client:

Date of Issue:NATA Accredited Laboratory Number:431Approved Signatory: Herbert Kaiserseder(Operations System Manager)Project Name: Murray Park Estate - Stage 1

ABN 92 114 364 046

Albury LaboratoryCoffey Testing Pty Ltd1/314 Kiewa StreetAlbury NSW 2640Phone: +61 2 6023 3799Fax: +61 2 6023 3644

Project No.: INFOALBU01116ABPrincipal:

Lot No.: TRN:

PO Box 3055Albury NSW 2640Esler & Associates

Page 1 of 1Form No: 18932, Report No: SSI:ALBU13S-00960 © 2000-2013 QESTLab by SpectraQEST.com

Comments

Sample DetailsSample ID: ALBU13S-00961 Sampling Method: AS1289.1.2.1 Clause 6.5.3Date Sampled: 20/09/2013 Material: Sandy CLAY, Medium plasticityDate Submitted: 23/09/2013 Source: U50 TubeDate Tested: 23/09/2013Project Location: Corrys Road, Thurgoona, NSWSample Location: Lot 35, Borehole BH1, 1.2m - 1.4m, Centre of blockBorehole Number: Lot35-BH1Borehole Depth (m): 1.2m - 1.4m


Swell Test AS 1289.7.1.1Swell on Saturation (%): 0.6Moisture Content before (%): 9.3Moisture Content after (%): 12.8Est. Unc. Comp. Strength before (kPa): n/aEst. Unc. Comp. Strength after (kPa): n/a

Shrink Swell



25/09/2013


Issue No: 1

Client:


ABN 92 114 364 046



Lot No.: TRN:



Comments


As a client of Coffey you should know that site subsurface conditions cause more constructionproblems than any other factor. These notes have been prepared by Coffey to help youinterpret and understand the limitations of your report.

Your report is based on project specific criteria

Your report has been developed on the basis of yourunique project specific requirements as understoodby Coffey and applies only to the site investigated.Project criteria typically include the general nature ofthe project; its size and configuration; the location ofany structures on the site; other site improvements;the presence of underground utilities; and the additionalrisk imposed by scope-of-service limitations imposedby the client. Your report should not be used if thereare any changes to the project without first askingCoffey to assess how factors that changed subsequentto the date of the report affect the report'srecommendations. Coffey cannot accept responsibilityfor problems that may occur due to changed factorsif they are not consulted.

Subsurface conditions can change

Subsurface conditions are created by natural processesand the activity of man. For example, water levelscan vary with time, fill may be placed on a site andpollutants may migrate with time. Because a reportis based on conditions which existed at the time ofsubsurface exploration, decisions should not be basedon a report whose adequacy may have been affectedby time. Consult Coffey to be advised how time mayhave impacted on the project.

Interpretation of factual data

Site assessment identifies actual subsurface conditionsonly at those points where samples are taken andwhen they are taken. Data derived from literatureand external data source review, sampling and subsequent laboratory testing are interpreted bygeologists, engineers or scientists to provide anopinion about overall site conditions, their likelyimpact on the proposed development and recommendedactions. Actual conditions may differ from those inferredto exist, because no professional, no matter howqualified, can reveal what is hidden by

Your report will only givepreliminary recommendationsYour report is based on the assumption that thesite conditions as revealed through selectivepoint sampling are indicative of actual conditionsthroughout an area. This assumption cannot besubstantiated until project implementation hascommenced and therefore your report recommendationscan only be regarded as preliminary. Only Coffey,who prepared the report, is fully familiar with thebackground information needed to assess whetheror not the report's recommendations are valid andwhether or not changes should be considered asthe project develops. If another party undertakesthe implementation of the recommendations of thisreport there is a risk that the report will be misinterpretedand Coffey cannot be held responsible for suchmisinterpretation.

earth, rock and time. The actual interface betweenmaterials may be far more gradual or abrupt thanassumed based on the facts obtained. Nothing canbe done to change the actual site conditions whichexist, but steps can be taken to reduce the impact ofunexpected conditions. For this reason, ownersshould retain the services of Coffey through thedevelopment stage, to identify variances, conductadditional tests if required, and recommend solutionsto problems encountered on site.

Your report is prepared forspecific purposes and personsTo avoid misuse of the information contained in yourreport it is recommended that you confer with Coffeybefore passing your report on to another party whomay not be familiar with the background and thepurpose of the report. Your report should not beapplied to any project other than that originallyspecified at the time the report was issued.


* For further information on this aspect reference should bemade to "Guidelines for the Provision of Geotechnicalinformation in Construction Contracts" published by theInstitution of Engineers Australia, National headquarters,Canberra, 1987.

Interpretation by other design professionals

Costly problems can occur when other design professionals develop their plans based on misinterpretationsof a report. To help avoid misinterpretations, retainCoffey to work with other project design professionalswho are affected by the report. Have Coffey explainthe report implications to design professionals affectedby them and then review plans and specificationsproduced to see how they incorporate the reportfindings.

Data should not be separated from the report*

The report as a whole presents the findings of the siteassessment and the report should not be copied inpart or altered in any way.

Logs, figures, drawings, etc. are customarily includedin our reports and are developed by scientists,engineers or geologists based on their interpretationof field logs (assembled by field personnel) andlaboratory evaluation of field samples. These logs etc.should not under any circumstances be redrawn forinclusion in other documents or separated from thereport in any way.

Geoenvironmental concerns are not at issue

Your report is not likely to relate any findings,conclusions, or recommendations about the potentialfor hazardous materials existing at the site unlessspecifically required to do so by the client. Specialistequipment, techniques, and personnel are used toperform a geoenvironmental assessment.Contamination can create major health, safety andenvironmental risks. If you have no information aboutthe potential for your site to be contaminated or createan environmental hazard, you are advised to contactCoffey for information relating to geoenvironmentalissues.

Rely on Coffey for additional assistance

Coffey is familiar with a variety of techniques andapproaches that can be used to help reduce risks forall parties to a project, from design to construction. Itis common that not all approaches will be necessarilydealt with in your site assessment report due toconcepts proposed at that time. As the projectprogresses through design towards construction,speak with Coffey to develop alternative approachesto problems that may be of genuine benefit both intime and cost.

Responsibility

Reporting relies on interpretation of factual informationbased on judgement and opinion and has a level ofuncertainty attached to it, which is far less exact thanthe design disciplines. This has often resulted in claimsbeing lodged against consultants, which are unfounded.To help prevent this problem, a number of clauseshave been developed for use in contracts, reports andother documents. Responsibility clauses do not transferappropriate liabilities from Coffey to other parties butare included to identify where Coffey's responsibilitiesbegin and end. Their use is intended to help all partiesinvolved to recognise their individual responsibilities.Read all documents from Coffey closely and do nothesitate to ask any questions you may have.



drawn

approved

date

scale

originalsize

client:

project:

title:

project no: figure no:A4

LP

HK

30/09/2013

NTS

Esler & Associates

Lot 48 Site Classification

Murray Park Stage One, NSW

Test Location Plan

INFOALBU03359AA FIGURE 1

BH1

Approximate Borehole Location

Legend

DEFINITION:In engineering terms soil includes every type of uncementedor partially cemented inorganic or organic material found inthe ground. In practice, if the material can be remoulded ordisintegrated by hand in its field condition or in water it isdescribed as a soil. Other materials are described using rockdescription terms.

CLASSIFICATION SYMBOL & SOIL NAMESoils are described in accordance with the Unified SoilClassification (UCS) as shown in the table on Sheet 2.

PARTICLE SIZE DESCRIPTIVE TERMS

MOISTURE CONDITION

CONSISTENCY OF COHESIVE SOILS

DENSITY OF GRANULAR SOILS

MINOR COMPONENTS

SOIL STRUCTURE

GEOLOGICAL ORIGIN

Boulders

Cobbles

>200 mm

63 mm to 200 mm

Gravel coarse

medium

fine

20 mm to 63 mm

6 mm to 20 mm

2.36 mm to 6 mm

Sand coarse

medium

fine

600 μm to 2.36 mm

200 μm to 600 μm

75 μm to 200 μm

Looks and feels dry. Cohesive and cemented soilsare hard, friable or powdery. Uncemented granularsoils run freely through hands.

Soil feels cool and darkened in colour. Cohesivesoils can be moulded. Granular soils tend to cohere.

As for moist but with free water forming on handswhen handled.

Very Soft

Soft

Firm

Stiff

Very Stiff

Hard

Friable

<12

12 - 25

25 - 50

50 - 100

100 - 200

>200

–

A finger can be pushed well into thesoil with little effort.

A finger can be pushed into the soilto about 25mm depth.

The soil can be indented about 5mmwith the thumb, but not penetrated.

The surface of the soil can beindented with the thumb, but notpenetrated.

The surface of the soil can be marked,but not indented with thumb pressure.

The surface of the soil can be markedonly with the thumbnail.

Crumbles or powders when scrapedby thumbnail.

Very loose

Loose

Medium Dense

Dense

Very Dense

Less than 15

15 - 35

35 - 65

65 - 85

Greater than 85

Trace of

With some

Presence just detectableby feel or eye, but soilproperties little or nodifferent to generalproperties of primarycomponent.

Coarse grained soils:<5%

Fine grained soils:<15%

Presence easily detectedby feel or eye, soilproperties little differentto general properties ofprimary component.

Coarse grained soils:5 - 12%Fine grained soils:15 - 30%

Layers

Lenses

Pockets

Continuous acrossexposure or sample.

Discontinuouslayers of lenticularshape.

Irregular inclusionsof different material.

Weaklycemented

Moderatelycemented

Easily broken up byhand in air or water.

Effort is required tobreak up the soil byhand in air or water.

Extremelyweatheredmaterial

Residual soil

Aeolian soil

Alluvial soil

Colluvial soil

Fill

Lacustrine soil

Marine soil

Structure and fabric of parent rock visible.

Structure and fabric of parent rock not visible.

Deposited by wind.

Deposited by streams and rivers.

Deposited on slopes (transported downslopeby gravity).

Man made deposit. Fill may be significantlymore variable between tested locations thannaturally occurring soils.

Deposited by lakes.

Deposited in ocean basins, bays, beachesand estuaries.

Dry

Moist

Wet

TERM ASSESSMENTGUIDE

PROPORTION OFMINOR COMPONENT IN:

TERM DENSITY INDEX (%)

ZONING CEMENTING

WEATHERED IN PLACE SOILS

TRANSPORTED SOILS

TERMUNDRAINEDSTRENGTHsu (kPa)

FIELD GUIDE


NAME SUBDIVISION SIZE

SOIL CLASSIFICATION INCLUDING IDENTIFICATION AND DESCRIPTION

COMMON DEFECTS IN SOIL

(Excluding particles larger than 60 mm and basing fractions on estimated mass)

Wide range in grain size and substantialamounts of all intermediate particle sizes.

Predominantly one size or a range of sizeswith more intermediate sizes missing.

Non-plastic fines (for identificationprocedures see ML below)

Plastic fines (for identification proceduressee CL below)

Wide range in grain sizes and substantialamounts of all intermediate sizes

Predominantly one size or a range of sizeswith some intermediate sizes missing.

Non-plastic fines (for identificationprocedures see ML below).

Plastic fines (for identification proceduressee CL below).

IDENTIFICATION PROCEDURES ON FRACTIONS <0.2 mm.

None to Low

Medium to High

Low to medium

Low to medium

High

Medium to High

Quick to slow

None

Slow to very slow

Slow to very slow

None

None

None

Medium

Low

Low to medium

High

Low to medium

ML

CL

OL

MH

CH

OH

Pt

SILT

CLAY

ORGANIC SILT

SILT

CLAY

ORGANIC CLAY

PEAT

GW

GP

GM

GC

SW

SP

SM

SC

GRAVEL

GRAVEL

SILTY GRAVEL

CLAYEY GRAVEL

SAND

SAND

SILTY SAND

CLAYEY SAND

HIGHLY ORGANICSOILS

Readily identified by colour, odour, spongy feel andfrequently by fibrous texture.

Low plasticity – Liquid Limit wL less than 35%. Medium plasticity – wL between 35% and 50%. High plasticity – wL greater than 50%.

PARTING

JOINT

SHEAREDZONE

SHEAREDSURFACE

A surface or crack across which thesoil has little or no tensile strength.Parallel or sub parallel to layering(eg bedding). May be open or closed.

A surface or crack across which the soilhas little or no tensile strength but which isnot parallel or sub parallel to layering. Maybe open or closed. The term 'fissure' maybe used for irregular joints <0.2 m in length.

Zone in clayey soil with roughlyparallel near planar, curved or undulatingboundaries containing closely spaced,smooth or slickensided, curved intersectingjoints which divide the mass into lenticularor wedge shaped blocks.

A near planar curved or undulating, smooth,polished or slickensided surface in clayeysoil. The polished or slickensided surfaceindicates that movement (in many casesvery little) has occurred along the defect.

A zone in clayey soil, usually adjacentto a defect in which the soil has ahigher moisture content than elsewhere.

SOFTENEDZONE

TUBE

TUBECAST

INFILLEDSEAM

Tubular cavity. May occur singly or as oneof a large number of separate orinter-connected tubes. Walls often coatedwith clay or strengthened by denser packingof grains. May contain organic matter

Roughly cylindrical elongated body of soildifferent from the soil mass in which itoccurs. In some cases the soil whichmakes up the tube cast is cemented.

Sheet or wall like body of soil substanceor mass with roughly planar to irregularnear parallel boundaries which cutsthrough a soil mass. Formed by infilling ofopen joints.

FIN

E G

RA

INE

D S

OIL

SM

ore

than

50%

of m

ater

ial l

ess

than

63 m

m is

sm

alle

r th

an 0

.075

mm

(A 0

.075

mm

par

ticle

is a

bou

t th

e sm

alle

st p

artic

le v

isib

le t

o th

e na

ked

eye

)

SIL

TS &

CLA

YS

SIL

TS &

CLA

YS

SA

ND

SG

RA

VE

LSLi

qui

d li

mit

grea

ter

than

50

Liq

uid

lim

itle

ss t

han

50M

ore

than

hal

f of c

oars

efr

actio

n is

sm

alle

r th

an 2

.36

mm

Mor

e th

an h

alf o

f coa

rse

frac

tion

is la

rger

tha

n 2.

36 m

m

SA

ND

SW

ITH

FIN

ES

CLE

AN

SA

ND

SG

RA

VE

LSW

ITH

FIN

ES

CLE

AN

GR

AV

ELS

(Ap

pre

ciab

leam

ount

of fi

nes)

(Litt

leor

no

fines

)

(Ap

pre

ciab

leam

ount

of fi

nes)

(Litt

leor

no

fines

)

CO

AR

SE

GR

AIIN

ED

SO

ILS

Mor

e th

an 5

0% o

f mat

eria

ls le

ss t

han

63 m

m is

larg

er t

han

0.07

5 m

m

FIELD IDENTIFICATION PROCEDURES PRIMARY NAME

TERM DEFINITION DIAGRAM TERM DEFINITION DIAGRAM

DRY STRENGTH DILATANCY TOUGHNESS


USC

72810-03/02/2009

SC

SC

CL

Not

Obs

erv

ed

M

>Wp

L

St

VSt

AD

/V

Clayey SAND: fine to medium grained, brown,low plasticity.

Clayey SAND: fine to medium grained,yellow/grey, low plasticity.

CLAY: medium plasticity, yellow/grey, tracesof fine to medium grained sand.

Borehole Lot 48 - BH1 terminated at 3.0 mTarget depth

TOPSOIL

ALLUVIAL


Linear Shrinkage (%): 5.0Liquid Limit (%): 32

U50

U50

RL

(m)

drilling information material substance

Lot 48 - BH1

INFOALBU03459AA

20 Sep 2013

20 Sep 2013

RB

TWS

Borehole ID.

sheet:

project no.

date started:

date completed:

logged by:

checked by:

Esler and Associates

Murray Park Estate Stage 1

Lot 48 Riverboat Drive

client:

principal:

project:

location:

hole diameter : 100 mm

surface elevation : Not Specified angle from horizontal: -90°

mounting: Trailerdrill model: Gemco HS7

position: Not Specified

1 of 1

Engineering Log - Borehole

grap

hic

log

clas

sific

atio

nsy

mbo

l

wat

er

moi

stur

eco

nditi

on

cons

iste

ncy

/re

lativ

e de

nsi

ty

samples & field tests consistency / relative density

undisturbed sample ##mm diameterdisturbed samplebulk disturbed sampleenvironmental samplehand penetrometer (kPa)standard penetration test (SPT)SPT - sample recoveredSPT with solid conevane shear;peak/remouded

(uncorrected kPa)refusal

U##DBEHPNN*NcVS

R

supportM mudC casing

N nil VSSFStVStHFbVLLMDDVD

very softsoftfirmstiffvery stiffhardfriablevery looseloosemedium densedensevery dense

classification symbol &soil descriptionbased on Unified

Classification System

water

water outflow

water inflow

penetration

no resistanceranging torefusal

10-Oct-12 waterlevel on date shown

method

1 2 3

ADASRRWCTHADTBVT *e.g.

auger drilling*auger screwing*roller/triconewashborecable toolhand augerdiatubeblank bitV bitTC bitbit shown by suffixAD/T

met

hod

&su

ppor

t SOIL TYPE: plasticity or particle characteristic,colour, secondary and minor components

material description structure andadditional observations

2 4 6 8 10

DCP(blows/

100 mm)

1 2 3pe

netr

atio

n

samples &field tests

dept

h (m

)

0.5

1.0

1.5

2.0

2.5

3.0

3.5

CD

F_0

_9_0

4A

R.G

LB L

og C

OF

BO

RE

HO

LE: N

ON

CO

RE

D +

DC

P I

NF

OA

LBU

034

59A

A.G

PJ

<<

Dra

win

gFile

>>

09/

10/2

013

16:0

8

moistureDMW

drymoistwet

(kPa)

handpenetro-

meter

100

200

300

400

Albury LaboratoryCoffey Testing Pty LtdABN 92 114 364 0461/314 Kiewa StreetAlbury, NSW 2640

Telephone: +61 02 6023 3799Facsimile: +61 22 6023 644

Report No.:Issue No.: 1

This report replaces all previous isues of report no. 'DCP:(type number here)'.

Client:

Principal:

Job No.:Approved Signatory: Herbert Kaiserseder

NATA Accredited Laboratory Number: 431Date of Issue: 10th October 2013

Sample ID:

Test Procedure: AS1289.6.3.2 Test Date:

1

2

4

2

2

3

6

10

16

18

Form

Num

ber: R003A

Version D

ate: 01/07/2013

2300

Page 1 of 1

1600

1700

1200

100

200

300

400

500

1300

800

900

1000

1100

R = Practical DCP Refusal E = Borehole or Test Pit Excavated

depth below surface (mm)

1800

2000

2100

2200

1400

1500

1900

General Information:

600

700

Groundwater Level: >5.5m

Test Commenced at: Surface

Moisture Condition: Moist

Soil Description: Clayey Sand/Clay, fine to medium grained sand, brown/yellow/grey, low to medium plasticity

Office Manager

INFOALBU03459AA

Dynamic Cone Penetrometer Test Report

Project:

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.

7 8 test locations/remarks

Esler & Associates

598 Macauley Street

Albury, NSW 2640

readings recorded in blows per 100mm

Sample Details

TRN:48

1 2

Lot No.:

DCP1 - Lot 48 Riverboat Drive, Murray Park Estate, refer to Figure 1, report INFOALBU03459AA-AA-Lot48

3 4 5 6

N/A

Test Resultstest numbers

September 20, 2013

Site Classification - Murray Park Estate Stage One

U50 TubeSource:CLAY: medium plasticityMaterial:

Sample DetailsALBU13S-00963Sample ID:20/09/2013Date Sampled:

Specification:AS1289.1.2.1 Clause 6.5.3Sampling Method:Corrys Road, Thurgoona, NSWProject Location:Lot 48Sample Location:

Client Sample:

Borehole Lot 48-BH1 1.2m - 1.4mCentre of block

Test Results

NPN/A

One Point32No

YesNo

2545.0

Dry SievedOven-dried

ResultSample History AS 1289.1.1

MethodDescription LimitsPreparation AS 1289.1.1 Linear Shrinkage (%) AS 1289.3.4.1Mould Length (mm)CrumblingCurlingCrackingLiquid Limit (%) AS 1289.3.1.2MethodPlastic Limit (%) AS 1289.3.2.1Plasticity Index (%) AS 1289.3.3.1

25/09/2013Date Tested


27/09/2013

Material Test ReportReport No: ALBU13S-00963-1

Issue No: 1

Client:


ABN 92 114 364 046



Lot No.: TRN:


Page 1 of 1© 2000-2013 QESTLab by SpectraQEST.comForm No: 18909, Report No: ALBU13S-00963-1

NP = Non PlasticNP - No Plastic Limit performed, no Plasticity Index determined.Comments

Sample DetailsSample ID: ALBU13S-00962 Sampling Method: AS1289.1.2.1 Clause 6.5.3Date Sampled: 20/09/2013 Material: CLAY, Medium plasticityDate Submitted: 23/09/2013 Source: U50 TubeDate Tested: 23/09/2013Project Location: Corrys Road, Thurgoona, NSWSample Location: Lot 48, Borehole BH1, 0.6m - 0.8m, Centre of blockBorehole Number: Lot48-BH1Borehole Depth (m): 0.6m - 0.8m


Swell Test AS 1289.7.1.1Swell on Saturation (%): 0.7Moisture Content before (%): 14.7Moisture Content after (%): 16.7Est. Unc. Comp. Strength before (kPa): n/aEst. Unc. Comp. Strength after (kPa): n/a

Shrink Swell



25/09/2013


Issue No: 1

Client:


ABN 92 114 364 046



Lot No.: TRN:



Comments

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