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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.
Coffey Geotechnics Pty Ltd ABN 93 056 929 483
Important information about your Coffey Report
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
Soil Description Explanation Sheet (2 of 2)
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
Shrink Swell Index - Iss (%):1.0
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
Shrink Test AS 1289.7.1.1Shrink on drying (%): 1.5Shrinkage Moisture Content (%): 10.0Est. inert material (%): NoneCrumbling during shrinkage: NilCracking during shrinkage: Nil
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
Shrink Swell Index - Iss (%): 1.0
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-00961
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-00961 © 2000-2013 QESTLab by SpectraQEST.com
Comments
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.
Coffey Geotechnics Pty Ltd ABN 93 056 929 483
Important information about your Coffey Report
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
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
Soil Description Explanation Sheet (2 of 2)
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
Shrink Swell Index - Iss (%):1.2
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
Accredited for compliance with ISO/IEC 17025. The results of the tests, calibrations and/ormeasurements included in this document are traceableto Australian/national standards.
27/09/2013
Material Test ReportReport No: ALBU13S-00963-1
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 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
Shrink Test AS 1289.7.1.1Shrink on drying (%): 1.8Shrinkage Moisture Content (%): 14.4Est. inert material (%): NoneCrumbling during shrinkage: NilCracking during shrinkage: Nil
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
Shrink Swell Index - Iss (%): 1.2
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-00962
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-00962 © 2000-2013 QESTLab by SpectraQEST.com
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