REPORT ON GEOTECHNICAL INVESTIGATION FOR ... at Test Depth Sand Clayey Sand Clayey Sand Silt Sand...

REPORT ON GEOTECHNICAL INVESTIGATION FOR JUALBUP LAKE

Shenton Park City of Subiaco GEOTPERT09958AA-AB 7 August 2013

Coffey Geotechnics Pty Ltd ABN 93 056 929 483 53 Burswood Road Burswood WA 6100 Australia

Prepared By Yann Bourgoin

Reviewed By Stuart Ellis


Shenton Park City of Subiaco GEOTPERT09958AA-AB 7 August 2013

Coffey Geotechnics Pty Ltd ABN 93 056 929 483 GEOTPERT09958AA-AB 53 Burswood Road Burswood WA 6100 Australia T +61 8 9355 7100 F +61 8 9355 7111 coffey.com

7 August 2013

City of Subiaco PO Box 270 Subiaco, WA 6904

Attention: Mr Kanwal Singh

Dear Sir,

RE: REPORT ON GEOTECHNICAL INVESTIGATION FOR JUALBUP LAKE

This letter presents our report on a geotechnical investigation carried out at the above site.

If you have any questions related to the report or we can be of further assistance, please do not hesitate to contact the undersigned.

For and on behalf of Coffey Geotechnics Pty Ltd

Stuart Ellis

Associate Geotechnical Engineer

Distribution: Original held by Coffey Geotechnics Pty Ltd

1 copy Coffey Geotechnics Pty Ltd Library

1 electronic copy City of Subiaco

CONTENTS

Coffey Geotechnics GEOTPERT09958AA-AB 7 August 2013

i

1 INTRODUCTION 1

2 OBJECTIVES 1

3 INFORMATION SUPPLIED BY OTHERS 1

4 FIELDWORK 1

4.1 General 1

4.2 Hand Augers 1

4.3 Perth Sand Penetrometer Testing 1

4.4 Infiltration Testing 2

5 LABORATORY TESTING 3

6 SITE CONDITIONS 3

6.1 Surface Conditions 3

6.2 Subsurface Conditions 3

6.3 Groundwater Levels 4

7 DISCUSSION 5

8 IMPORTANT INFORMATION ABOUT YOUR COFFEY REPORT 5

9 REFERENCES 6

ATTACHMENTS


ii

Tables

1 – Infiltration Test Results 2

2 – Laboratory Test Results 3

3 – Generalised Subsurface Profile 4

Figure

1 Test Location Plan

Appendices

A Results of Field Investigation (6 pages)

B Results of Laboratory Testing (6 pages)



1

1 INTRODUCTION

This report presents the results of a geotechnical investigation carried out by Coffey Geotechnics Pty Ltd (Coffey) for the City of Subiaco at Jualbup Lake in Shenton Park, WA.

This work was commissioned by Mr Kanwal Singh of City of Subiaco on 26 June 2013 (Ref. 52543) via a purchase order referring to Coffey’s proposal dated 22 May 2013 (Ref. GEOTPERT09958AA-AA-P).

2 OBJECTIVES

The objective of the investigation was to assess the soil conditions immediately adjacent to the lake, particularly in relation to the infiltration of water from the lake during flood events. We understand that values for infiltration will be used to assist with modelling the capacity of Jualbup Lake.

3 INFORMATION SUPPLIED BY OTHERS

You have provided us with an aerial photograph of the lake location.

4 FIELDWORK

4.1 General

Fieldwork was carried on 29 June 2013 by Geotechnical Engineers from Coffey. Weather conditions at the time of fieldwork were fine.

Approximate investigation locations are shown on Figure 1.

4.2 Hand Augers

The fieldwork included the drilling of 6 hand auger boreholes (HA1 to HA6) to depths of around 1m below the existing ground surface. Hand auger locations were measured by hand held GPS. Investigation elevations have not been measured.

Samples of material considered representative of the soils encountered were collected for laboratory testing.

The records of hand augers showing detailed descriptions of the soil encountered, along with explanation sheets defining the terms used, are presented in Appendix A.

4.3 Perth Sand Penetrometer Testing

Perth Sand Penetrometer (PSP) tests were carried out at the 6 locations adjacent to the boreholes, to a depth of 1m below the existing ground surface. This test is described in AS 1289-1996.6.3.3.

The results of these tests are presented on the hand auger logs in Appendix A.



2

4.4 Infiltration Testing

Infiltration characteristics of the sub-surface profiles were assessed in accordance with AS/NZ1547:2012.

The test as described in AS/NZS1547 uses a Tamsa-Hallam permeameter and involves:

drilling a 50mm diameter hole to a depth of 0.5m;

lining the hole with an anti-scour device (slotted PVC casing) to prevent hole collapse;

presoaking of the hole;

infiltration testing using the constant head method; and

on completion of the test, continuing to hand auger below the depth of the test to assess the nature of the deeper soils.

The test results are summarised in Table 1. It should be noted that the results stated in Table 1 have been obtained over a number of tests carried out in the same hole.

Table 1 – Infiltration Test Results

Hand Auger HA1 HA2 HA3 HA4 HA5 HA6

Infiltration Rate

(m/day) 5 1 0.05 <0.05 10 10

Material at Test

Depth Sand Clayey Sand Clayey Sand Silt Sand Sand

Notes

Clayey sand

200mm

below test

depth



3

5 LABORATORY TESTING

Laboratory testing was carried out in accordance with the requirements of AS 1289 by the Coffey NATA registered soils laboratory.

Coffey undertook soil classification testing on representative samples. Six particle size distribution tests were performed and the results are summarised in Table 2.

Table 2 – Laboratory Test Results

Sample ID WELS13A-

02616

WELS13A-

02617

WELS13A-

02618

WELS13A-

02619

WELS13A-

02620

WELS13A-

02621

Hand Auger HA1 HA2 HA3 HA4 HA5 HA6

Depth 0.7 to 0.9 0.1 to 0.5 0.5 to 1.0 0.4 to 0.5 0.3 to 1.0 0.05 to 0.5

SAND (%) 56 78 91 42 95 93

FINES (% passing 75µm) 44 20 9 58 5 5

USCS classification SC/CL SC SP ML SP SP

Test results for the above mentioned tests are attached in Appendix B.

6 SITE CONDITIONS

6.1 Surface Conditions

The site occupies an area of about 10ha and is situated in Shenton Park. The lake is located in the centre of the park. The park itself slopes toward the lake but has a global slope in the southern direction. The site is vegetated with grass and trees. Small service buildings are located in the south-western corner.

6.2 Subsurface Conditions

The 1:50,000 Environmental Geology Series map (Perth sheet) indicates sub-surface geology characterised by peaty clay from swamp deposits overlying sand derived from the Tamala Limestone.

The subsurface profile encountered during our investigation generally comprised of a thin layer of organic topsoil overlying Fill. The Fill was heterogeneous and mainly constituted of medium dense to dense sand. However, a layer of clayey/silty material was encountered in all locations except for HA5 and HA6. The clayey/silty layer varied in thickness from 0.1m to 0.5m and comprised of clayey sand and silt with up to 58% fines.

Natural ground was encountered in HA5 and HA6 at a depth of 0.3m and 0.5m respectively. Natural ground comprised of sand derived from Tamala Limestone.



4

Based on the field investigation, the site has a generalised subsurface profile as presented in Table 3.

Table 3 – Generalised Subsurface Profile

Layer/Unit Depth to Top of Layer (m)

Layer Thickness (m)

Description/Remarks

Topsoil 0 0.05 to 0.1 Loose sand, fine to medium grained, grey brown to dark grey, with trace of organics.

Fill 0.05 to 0.1 0.2 to >1.0 Medium dense to dense Sand, clayey Sand and Silt, fine to medium grained, brown, pale grey to dark grey and with some brick fragment, charcoal and organics.

Natural Sand 0.3 to >1.0 Not assessed Encountered in HA5 and HA6 only. Sand derived from Tamala Limestone. Medium dense to dense Sand, fine grained, pale grey and yellow to orange brown.

6.3 Groundwater Levels

Groundwater was not encountered in the boreholes drilled during our investigation.

It should be noted that groundwater levels are subject to variation due to the influence of rainfall, temperature, tides, local drainage and the seasons. There is potential for development of perched groundwater tables following periods of rainfall.

The Perth Groundwater Atlas (1997), published by the Water & Rivers Commission of Western Australia, indicates an Annual Average Maximum Ground Water Level (AAMGL) within the site ranging from approximately 5 to 6mAHD, therefore less than 1m to 2m below the existing ground level. It should be noted that the 1997 edition of the Perth Groundwater Atlas data is based on historical values and does not necessarily incorporate the construction of regional drainage networks and urbanisation that has occurred within the area. We understand that the site has a long history of flooding and reference should be made to hydrogeological report prepared for the site for more detail (e.g. Hydrogeological report prepared by Rockwater Proprietary Limited dated November 2012).

The 2004 edition of the Perth Groundwater Atlas indicates a May 2003 groundwater elevation of between approximately 4 to 5mAHD. Groundwater levels in May 2003 have been measured at a time near their seasonal low point within a period (years) following below average rainfall. As a result the May 2003 groundwater elevations are considered to be close to the minimum groundwater level.



5

7 DISCUSSION

Infiltration testing was carried out at a depth of 0.5m below the ground level. The results were used to assess the in situ permeability of the soils. It should be noted that as the test is carried out on site, the result provides an assessment of the apparent permeability of all materials to the test depth (and beneath) and not that of a single material type. The test also measures a combination of both horizontal and vertical permeability, thus reflecting conditions closer to reality. Theoretical permeability values have also been assessed using results from the particle size distribution testing and empirical correlations.

The results of the testing were variable and were highly dependent on the fines content of the clayey/silt layer. The infiltration rate for HA5 and HA6 were highest as the profile comprised of sand to a depth of greater than 0.5m. As the clayey layer was not encountered in these locations a permeability value of 10m/day is considered suitable for design purposes in these locations.

The clayey layer was present at a depth of 0.7m in the location of HA1. Although the infiltration test results indicated a permeability of around 5m/day (5x10-5 m/sec) , the introduction of water into the ground on a scale larger than the testing carried out (e.g. in a flood event) is likely to reduce the infiltration rate as the sand over the clayey layer becomes saturated and water flow can only occur horizontally.

Test results obtained in HA2, HA3, and HA4 indicate permeability values of significantly less than 1m/day due to the presence of clayey and silty soils. Based on the investigation and laboratory test results a design infiltration rate of 0.05m/day (or 5x10-7 m/sec) is recommended for HA1 through HA4. The lateral extent of the clayey layer is not known but as it was encountered at four of the six test locations, we can assume that it is relatively extensive.

In order to allow the surface flood water to infiltrate, removal of the clayey layer and replacement with sand could be undertaken, or alternatively, construction of large soak wells outside the lake that penetrate through the sandy fill and clay layer into the underlying sand could be a means of discharging flood water via overflow pipes from the lake. If necessary, further testing such as deeper hand auger boreholes would allow areas requiring excavation to be further defined and also confirm the depth to the underlying natural sand. From the works performed herein remediation works, a design infiltration rate of 10m/day (1x10-4 m/sec) could be expected if the surface flood water was discharged via soakwells or within areas where the clayey had been removed.

8 IMPORTANT INFORMATION ABOUT YOUR COFFEY REPORT

The reader’s attention is drawn to the important information about this report which follows the main text.



6

9 REFERENCES

The following standards and references were used in the preparation of this report.

AS 1289 Method of Testing Soils For Engineering Purposes.

AS/NZS 1547:2012 On-site Domestic Wastewater Management

Carrier W.D. (2003) ‘’Goodbye, Hazen; Hello, Kozeny-Carman’’. Journal of Geotechnical and Geoenvironmental Engineering.

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

Figures

HA1

HA2

HA3

HA4

HA5

HA6

DWG: F:\GEOTPERT\09500\09958AA Jualbup Lake, Shenton Park\DWG\GEOTPERT09958AA FIG1.dwg

drawn

approved

date

scale

original size

client:

project:

title:

project no: rev:

CITY OF SUBIACO

JUALBUP LAKE

SHENTON PARK

TEST LOCATION PLAN

GEOTPERT09958AA FIGURE 1

AMG

22/07/2013

1:2000

A4

fig no:

LEGEND

HAND AUGER LOCATION

0 20 40 80m60

Appendix A Results of Field Investigation

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

HA

1

3

3

4

5

6

5

M

D

L

MD

St

D

D

SP

SP

SC

CL

SP

SP

N TOPSOIL: SAND:, trace of organics, fine tomedium grained, grey brown

FILL: SAND:, fine to medium, brown

becoming grey @ 0.3m

FILL: CLAYEY SAND:, medium to fine, brown;trace of , rootlets

FILL: CLAYEY SAND:, low plasticity, pale brown

FILL: SAND:, brown; with some , brick fragmentsand charcoal

FILL: SAND:, fine to medium, grey

EXCAVATION HA1 TERMINATED AT 1.10 mTarget depth

"TOPSOIL"

Not

Obs

erv

ed

B

- Very Soft- Soft- Firm- Stiff- Very Stiff- Hard

- Very Loose- Loose- Medium Dense- Dense- Very Dense

method

moisture

water inflow

met

hod

100

200

300

400

PSP

Blows/

150mm

1 2 3 4

ranging to

minor resitance

SOIL TYPE, Plasticity or Particle Characteristic,Colour, Secondary and Minor Components

refusal

moi

stur

eco

nditi

on

cons

iste

ncy

/re

lativ

e de

nsi

ty

hand

pene

tro-

met

er

kPapene

trat

ion

DMWWP

WL

- Dry- Moist- Wet- Plastic Limit- Liquid Limitwater outflow

U50U63DBEMCHPVS

PBT

structure andother observations

1 2 3 grou

nd w

ater

clas

sific

atio

nsy

mbo

l

grap

hic

log

dept

h (m

)

0.0

0.5

1.0

1.5

RL

(m)

supp

ort

material substancematerial description

10 Oct., 73 WaterLevel on Date shown

--------

-

Undisturbed Sample 50mm diameterUndisturbed Sample 63mm diameterDisturbed SampleBulk Disturbed SampleEnvironmental SampleMoisture ContentHand Penetrometer (UCS kPa)Vane Shear; P-Peak,R-Remouded (uncorrected kPa)Plate Bearing Test

Natural ExposureExisting ExcavationBackhoe BucketBulldozer BladeRipperExcavator

VSSFStVStH

VLLMDDVD

supportT Timbering

penetration

water

samples & field testsclassification symbols &

soil descriptionBased on Unified

Classification System

consistency / relative density

NXBHBRE

excavation information

sam

ples

&fie

ld te

sts

Client :

Principal :

Project :

Location :

Engineering Log - Excavation Project No.

Method :

HA1

GEOTPERT09958AA

29/6/13

29/6/13

YB

NG

Date excavated:

Date completed:

Logged by :

Checked by :

Equipment type : Hand Auger

Sheet No.

Excavation No.

Surface Elevation :Position : E: 387678, N: 6463582 (50 MGA94)

1 of 1

Excavation dimensions :

City of Subiaco

Jualbup Lake Shenton Park

Shenton Park, WA

GE

OT

PE

RT

0940

8A

A.G

LB L

og E

XC

AV

AT

ION

+ P

SP

/DC

P G

EO

TP

ER

T09

958A

A-G

INT

.GP

J <

<D

raw

ingF

ile>

> 1

9/07

/201

3 16

:08

HA

5

7

5

8

12

11

M MD

D

SP

SC

SP

N TOPSOIL: SAND, fine to medium, grey black; traceof silt, and rootlets

FILL: CLAYEY SAND:, fine to medium, mottledorange brown; low plasticity clay

FILL: SAND:, fine to medium, dark grey; organicfines

becoming yellow brown @ 0.7m


Not

Obs

erv

ed

B



method

moisture

water inflow

met

hod

100

200

300

400

PSP

Blows/

150mm

1 2 3 4

ranging to

minor resitance


refusal

moi

stur

eco

nditi

on

cons

iste

ncy

/re

lativ

e de

nsi

ty

hand

pene

tro-

met

er

kPapene

trat

ion

DMWWP

WL


U50U63DBEMCHPVS

PBT


1 2 3 grou

nd w

ater

clas

sific

atio

nsy

mbo

l

grap

hic

log

dept

h (m

)

0.0

0.5

1.0

1.5

RL

(m)

supp

ort



--------

-



VSSFStVStH

VLLMDDVD

supportT Timbering

penetration

water





NXBHBRE


sam

ples

&fie

ld te

sts

Client :

Principal :

Project :

Location :


Method :

HA2

GEOTPERT09958AA

29/6/13

29/6/13

YB

NG

Date excavated:

Date completed:

Logged by :

Checked by :


Sheet No.

Excavation No.


1 of 1


City of Subiaco


Shenton Park, WA

GE

OT

PE

RT

0940

8A

A.G

LB L

og E

XC

AV

AT

ION

+ P

SP

/DC

P G

EO

TP

ER

T09

958A

A-G

INT

.GP

J <

<D

raw

ingF

ile>

> 1

9/07

/201

3 16

:08

HA

4

6

6

7

8

8

M L

MD

SP

SP

SC

SP

N TOPSOIL: SAND:, medium to fine, dark grey; traceof organic fines

FILL: SAND:, fine to medium, grey; with brickfragments

FILL: CLAYEYSAND:, fine to medium, mottledorange brown; low plasticity clay

FILL: SAND:, fine to medium, pale grey; with somebrick fragments

becoming grey brown @ 0.95m


Not

Obs

erv

ed

B



method

moisture

water inflow

met

hod

100

200

300

400

PSP

Blows/

150mm

1 2 3 4

ranging to

minor resitance


refusal

moi

stur

eco

nditi

on

cons

iste

ncy

/re

lativ

e de

nsi

ty

hand

pene

tro-

met

er

kPapene

trat

ion

DMWWP

WL


U50U63DBEMCHPVS

PBT


1 2 3 grou

nd w

ater

clas

sific

atio

nsy

mbo

l

grap

hic

log

dept

h (m

)

0.0

0.5

1.0

1.5

RL

(m)

supp

ort



--------

-



VSSFStVStH

VLLMDDVD

supportT Timbering

penetration

water





NXBHBRE


sam

ples

&fie

ld te

sts

Client :

Principal :

Project :

Location :


Method :

HA3

GEOTPERT09958AA

29/6/13

29/6/13

YB

NG

Date excavated:

Date completed:

Logged by :

Checked by :


Sheet No.

Excavation No.


1 of 1


City of Subiaco


Shenton Park, WA

GE

OT

PE

RT

0940

8A

A.G

LB L

og E

XC

AV

AT

ION

+ P

SP

/DC

P G

EO

TP

ER

T09

958A

A-G

INT

.GP

J <

<D

raw

ingF

ile>

> 1

9/07

/201

3 16

:08

HA

2

4

4

6

9

9

M L

MD

SP

SP

SP-SM

SP

N TOPSOIL: SAND:, fine to medium, dark grey; withtrace of organics

FILL: SAND:, fine to medium, pale grey

FILL: SANDY SILT:, fine to medium, low plasticity,grey


becoming pale grey with depth


Not

Obs

erv

ed B



method

moisture

water inflow

met

hod

100

200

300

400

PSP

Blows/

150mm

1 2 3 4

ranging to

minor resitance


refusal

moi

stur

eco

nditi

on

cons

iste

ncy

/re

lativ

e de

nsi

ty

hand

pene

tro-

met

er

kPapene

trat

ion

DMWWP

WL


U50U63DBEMCHPVS

PBT


1 2 3 grou

nd w

ater

clas

sific

atio

nsy

mbo

l

grap

hic

log

dept

h (m

)

0.0

0.5

1.0

1.5

RL

(m)

supp

ort



--------

-



VSSFStVStH

VLLMDDVD

supportT Timbering

penetration

water





NXBHBRE


sam

ples

&fie

ld te

sts

Client :

Principal :

Project :

Location :


Method :

HA4

GEOTPERT09958AA

29/6/13

29/6/13

YB

NG

Date excavated:

Date completed:

Logged by :

Checked by :


Sheet No.

Excavation No.


1 of 1


City of Subiaco


Shenton Park, WA

GE

OT

PE

RT

0940

8A

A.G

LB L

og E

XC

AV

AT

ION

+ P

SP

/DC

P G

EO

TP

ER

T09

958A

A-G

INT

.GP

J <

<D

raw

ingF

ile>

> 1

9/07

/201

3 16

:08

HA

0

4

4

4

5

4

SM

SW

SP

N TOPSOIL: SAND:, fine to medium, dark brown;trace of , of organics


becoming yellow brown @ 0.25m

SAND, orange brown


Not

Obs

erv

ed

B



method

moisture

water inflow

met

hod

100

200

300

400

PSP

Blows/

150mm

1 2 3 4

ranging to

minor resitance


refusal

moi

stur

eco

nditi

on

cons

iste

ncy

/re

lativ

e de

nsi

ty

hand

pene

tro-

met

er

kPapene

trat

ion

DMWWP

WL


U50U63DBEMCHPVS

PBT


1 2 3 grou

nd w

ater

clas

sific

atio

nsy

mbo

l

grap

hic

log

dept

h (m

)

0.0

0.5

1.0

1.5

RL

(m)

supp

ort



--------

-



VSSFStVStH

VLLMDDVD

supportT Timbering

penetration

water





NXBHBRE


sam

ples

&fie

ld te

sts

Client :

Principal :

Project :

Location :


Method :

HA5

GEOTPERT09958AA

29/6/13

29/6/13

YB

NG

Date excavated:

Date completed:

Logged by :

Checked by :


Sheet No.

Excavation No.


1 of 1


City of Subiaco


Shenton Park, WA

GE

OT

PE

RT

0940

8A

A.G

LB L

og E

XC

AV

AT

ION

+ P

SP

/DC

P G

EO

TP

ER

T09

958A

A-G

INT

.GP

J <

<D

raw

ingF

ile>

> 1

9/07

/201

3 16

:08

HA

1

4

4

8

10

12

DSM

SP

SP

N TOPSOIL: SAND:, fine, grey; trace of , gravels,trace of organics

FILL: SAND:, fine, brown and dark grey

SAND, fine grained, pale grey and yellow


Not

Obs

erv

ed

B



method

moisture

water inflow

met

hod

100

200

300

400

PSP

Blows/

150mm

1 2 3 4

ranging to

minor resitance


refusal

moi

stur

eco

nditi

on

cons

iste

ncy

/re

lativ

e de

nsi

ty

hand

pene

tro-

met

er

kPapene

trat

ion

DMWWP

WL


U50U63DBEMCHPVS

PBT


1 2 3 grou

nd w

ater

clas

sific

atio

nsy

mbo

l

grap

hic

log

dept

h (m

)

0.0

0.5

1.0

1.5

RL

(m)

supp

ort



--------

-



VSSFStVStH

VLLMDDVD

supportT Timbering

penetration

water





NXBHBRE


sam

ples

&fie

ld te

sts

Client :

Principal :

Project :

Location :


Method :

HA6

GEOTPERT09958AA

29/6/13

29/6/13

YB

NG

Date excavated:

Date completed:

Logged by :

Checked by :


Sheet No.

Excavation No.


1 of 1


City of Subiaco


Shenton Park, WA

GE

OT

PE

RT

0940

8A

A.G

LB L

og E

XC

AV

AT

ION

+ P

SP

/DC

P G

EO

TP

ER

T09

958A

A-G

INT

.GP

J <

<D

raw

ingF

ile>

> 1

9/07

/201

3 16

:08

Appendix B Results of Laboratory Testing

REPORT ON GEOTECHNICAL INVESTIGATION FOR ... at Test Depth Sand Clayey Sand Clayey Sand Silt Sand...

Documents

Transcript of REPORT ON GEOTECHNICAL INVESTIGATION FOR ... at Test Depth Sand Clayey Sand Clayey Sand Silt Sand...