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Westcoast Engineering 35 Septimus View Middle Swan

Geotechnical Report

September 2014 2014-159.01R01

2 2014-159.01R01

35 Septimus View, Middle Swan

CONDITIONS RELATING TO THIS REPORT

This report has been prepared for the sole use of Westcoast Engineering, in

accordance with the agreed terms and scope of work detailed in the proposal for

the investigation. No responsibility or liability to any third party is accepted for

any damages arising out of the use of this report.

This report has been prepared by suitably qualified and experienced personnel

for the purposes stated herein. Every care is taken with the report as it relates

to interpretation of subsurface conditions, discussion of findings and

recommendations given. No responsibility for the consequences of extrapolation

by others is accepted by the company.

Findings and conclusions produced in the report are based on investigation of

the subsurface at isolated locations. Conditions between investigated locations

are of necessity based on extrapolation, interpretation and professional

estimates. Unexpected variations in ground conditions often occur which cannot

always be anticipated. The conclusions and recommendations in the report were

considered accurate at the time of issue and based on certain assumptions at

the time. Conditions and assumptions change with time and may affect the

accuracy of the report.

Any content within this report based on information provided by the client

and/or other parties and the accuracy of this information cannot be guaranteed.

These conditions must be read as part of the report and must be reproduced

with all future copies.

The recommendations of this report should be considered a starting point.

Recommendations should be continuously reviewed during the earthworks stage

as sub-surface information and results from monitoring become available. It is

recommended that Terra Geotechnical be retained to provide consultancy

and/or inspections during the earthwork stages.

3 2014-159.01R01


TABLE OF CONTENTS

1 INTRODUCTION ................................................................................... 4

2 SITE DESCRIPTION ................................................................................ 4

3 SITE GEOLOGY .................................................................................... 4

4 SCOPE OF WORK ................................................................................. 4 4.1 Fieldwork ................................................................................... 4 4.2 Laboratory Testing ........................................................................ 5

5 RESULTS OF INVESTIGATION ................................................................... 5 5.1 Subsurface Conditions .................................................................... 5

6 LABORATORY TESTING .......................................................................... 6

7 CONCLUSIONS AND RECOMMENDATIONS .................................................... 6 7.1 Subsurface Conditions .................................................................... 6 7.2 Ground Improvements and Site Preparation .......................................... 7 7.3 Site Classification ......................................................................... 7 7.4 Drainage .................................................................................... 7 7.5 Subgrade CBR for Pavement Design .................................................... 8 7.6 Foundations ................................................................................ 8

REFERENCES ............................................................................................... 9

FIGURES

Figure 1 Site Layout and Test Location Plan

APPENDICES

Appendix A Test Pit, DCP test results and Photographs Appendix B Laboratory Test Certificates

4 2014-159.01R01


1 INTRODUCTION

This report presents the results of a geotechnical investigation carried out at No 35

Septimus View in Middle Swan. We understand that the site will be used for

construction of a new proposed Dinosaur Park (for education purposes). This

investigation was requested by Westcoast Engineering acting on behalf of the site owner

Lesley Robinson.

The objectives of the investigation were to ascertain the following:

• Subsurface conditions and groundwater levels; • Site classification in accordance with AS2870 [1]; • Site preparation requirements (earthworks) and construction considerations; • Foundation design criteria and settlements estimate; • Subgrade CBR for pavement design; and • Suitability of site soils for stormwater drainage.

2 SITE DESCRIPTION

The site is located on the northwest side of the intersection of Septimus View and Dale

Road in Middle Swan and covers an area of approximately 4.56 ha. At the time of the

investigation the site was covered by grass and several small trees. A drainage basin

was also located in the northwest corner of the site.

3 SITE GEOLOGY

Published geological maps for the area [2] indicate the site to be underlain by pebbly

silt of the Guildford Formation, with the far south portion being underlain by

Bassendean sand. The Perth groundwater atlas (2nd edition) [3] indicates the

summertime groundwater level at the site to be approximately 3.5 m AHD; the provided

survey plan indicates the site surface elevation to be between 13 m AHD at the western

side of the site to approximately 16.5 m AHD elsewhere.

4 SCOPE OF WORK

4.1 Fieldwork

The fieldwork was carried out on September 05, 2014 and comprised the following:

Thirteen (13) test pits excavated with a 9 ton excavator to depths of between 0.6 m and 1.9 m to visually subsurface conditions and obtain samples for laboratory testing; and

Thirteen (13) Dynamic cone penetrometer tests (DCPs), one adjacent to each test pit, to depths of between 0.6 m and 1.0 m.

5 2014-159.01R01


The test locations are shown on Figure 1.

The test pit logs, photographs and DCP test results are provided in Appendix A.

4.2 Laboratory Testing

The following laboratory test was carried out:

1 Shrink-swell test

1 Particle size distribution test

1 Atterberg Limit determination

1 Standard compaction

1 CBR @ 98% SMDD

The laboratory test certificate is provided in Appendix B.

5 RESULTS OF INVESTIGATION

5.1 Subsurface Conditions

TOPSOIL: Loose, fine and medium, brown, silty sand and silt with grass roots was

encountered in all test pit locations to depths of 0.05 m to 0.15 m.

FILL: A layer of dense, yellow/orange clayey sand fill was encountered in TP6

in the western portion of the site to a depth of 0.6 m.

Below this material a thin layer of relict topsoil approximately 0.08 m

thick was encountered and comprised dense, fine and medium, dark grey

silty sand with grass roots.

SANDY CLAY: Soft to stiff and very stiff, yellow, medium plasticity sandy clay with

minor quantities of gravel was encountered below the topsoil in all test

pit locations across the site to depths of between 0.4 m and 1.4 m.

CLAYEY SAND:

Dense, fine and medium, red/grey and orange, mottled clayey sand, with

minor quantities of gravel was encountered in TP10 to depths of between

1.1m and 1.5 m.

CLAY: Very stiff to hard, grey, orange and red mottled, medium to high

plasticity clay, with minor quantities of gravel was encountered below

the sandy clay in all test pit locations and below the clayey sand in TP10,

to depths of 0.95 m in TP2 to 1.5 m in TP4, and to the full explored

depths of all other test pits.

6 2014-159.01R01


A 9 ton excavator refused at the bottom of this material on hard rock at

depths of between 0.6 m (TP4) and 1.4 m (TP9) in all test pits except TP6

and TP10.

GRAVELLY SAND:

Very dense, light brown sand with minor quantities of silt and fine and

medium gravel was encountered in TP2 below the clay layer at 1 m depth

and extended to the bottom of the test pit to approximately 1.3 m.

GROUNDWATER:

Groundwater was encountered during the investigation in TP1, TP9 and TP10 as a slow seepage at depths of 0.8 m below ground surface to 1 m below ground surface.

6 LABORATORY TESTING

Disturbed soil samples from TP1, TP5 and TP13 were submitted for laboratory testing.

The results of laboratory testing are summarised in Table 1.

TABLE 1 GEOTECHNICAL TEST SUMMARY

Sample ID

Fines

content

(%)

Sand

(%)

Gravel

(%)

Liquid

Limit

(%)

Plastic

Limit (%)

Plasticity

Index (%)

Linear

Shrinkage

(%)

Shrink

-swell

Index

(Iss)

USC

Class

TP1 0.3 – 0.6 - - - 37 13 24 8.0 - CI

TP1 1.1 – 1.3 - - - - - - - 2.6 CH

TP5 0.2 – 0.6 51 42 7 - - - - - CI

The results of compaction and soaked CBR testing are summarised in Table 2.

TABLE 2 COMPACTION AND SOAKED CBR

Location Depth(m) CBR* (%) SMDD (t/m3) OMC (%) USC Class

TP13 0.1 – 0.4 18 2.040 9.1 CI

7 CONCLUSIONS AND RECOMMENDATIONS

7.1 Subsurface Conditions

The subsurface conditions typically comprise up to 0.15 m of topsoil (average of about

0.1 m), underlain by soft to stiff and very stiff, medium plasticity sandy clay, overlying

very stiff to hard, high plasticity clay and clayey soils.

7 2014-159.01R01


Groundwater seepage was encountered during the investigation in TP1, TP9 and TP10 at

depths of between 0.8 m and 1.0 m bgs.

7.2 Ground Improvements and Site Preparation

Prior to bulk earthworks commencing, the proposed building envelopes should be

stripped of topsoil, tree roots, etc. and removed from site. The exposed subgrade

should be proof compacted to 98% SMDD on completion of excavation (in accordance

with AS 3798-2001 [4]). The exposed subgrade will likely comprise soft or firm clayey

soils which will require compaction to be carried out with a padfoot roller for efficient

compaction; upon completion of compaction the subgrade should exhibit no pumping or

weaving under roller pressure. Particular care should be taken to compact backfill in

the excavations for tree and root removal.

If additional fill is to be placed, the site should be filled to final site level with clean

sand and the fill should be placed in loose layers not exceeding 300 mm and compacted

to at least 98 % SMDD in accordance with AS 3798-2007 [4].

We recommend that a qualified geotechnical engineer inspect the site for adequate

stripping and bulk earthworks validation testing.

7.3 Site Classification

After site preparations are carried out in accordance with Section 7.2, the site is

considered to be a Class M site in accordance with AS 2870-2011 [1].

A seasonal soil movement of 25 mm is estimated assuming HS = 1.8 m and ISS = 2.6 %

(based on laboratory test results).

However, if least 0.6 m of non-reactive sand fill is placed over the clayey subgrade

material the site may be reclassified to class S. A seasonal soil movement of 18 mm is

estimated after that.

7.4 Drainage

Due to the high fines content of soils near surface the site in its current state is not

suitable for conventional soakwells or drainage sumps. If additional sand fill is placed at

the site such that at least 1 m of sand is present, conventional or low height soakwells

could be used. If no additional fill is to be placed, we recommend that stormwater be

disposed via shallow drain systems/detention systems and/or the public drainage

system in accordance with the local council requirements.

8 2014-159.01R01


Soakwells should be placed as far as possible from foundations. Exact distances will

depend on depth of footings and soakwells; in general, a line drawn downward and

outward from footings at a 1H:1V angle should not intersect a soakwell.

7.5 CBR for Pavement Design

Following the site preparation work, the subgrade should comprise compacted sand.

Provided the in-situ material is compacted to at least 98% SMDD, a design subgrade CBR

of 18% is considered appropriate based on laboratory test results. Pavement design

should include drainage design which will minimize groundwater intrusion into the

clayey subgrade soils.

7.6 Foundations

Following site preparation, the subsurface conditions are considered suitable to support

the structures on shallow foundations comprising pad and strip footings or foundation

slabs. It is assumed that footing bases will be at least 300 mm below final ground level.

In all instances, the base of footing excavations should be compacted using a plate

compactor prior to footing construction. We recommend structures to be founded on

sand fill pads such that foundations are underlain by at least 300 mm of sand. Assuming

that foundations lie on compacted sand/fill, allowable bearing pressures for both strip

footings and pad footings are 200 kPa. Settlement of less than 10 mm is expected at

this bearing pressure.

Yours Sincerely,

ZORAN KOVACEV

TERRA GEOTECHNICAL PTY LTD

9 2014-159.01R01


REFERENCES

[1] Standards Australia (2011) AS 2870: Residential Slabs and Footings –

Construction.

[2] Geological Survey of Western Australia. 1:50,000 Environmental Geology Series,

Perth, Sheet 2034 II and part of 2034 III and 2134 III

[3] Department of Environment (2004): Perth Groundwater Atlas (second edition).

[4] Standards Australia (2007) AS 3798 Guidelines on earthworks for commercial and

residential development.

N

LEGEND

Test Pit Location

TP1

TP2

TP4

TP3

TP13

TP5

TP12

TP6

TP7

TP11

TP8

TP9

TP10

JOB No. REV No.

SHT SIZE A4

DATE

DESIGN

DRAWN

CHECKED

APPROVED

SHEET OF

REV DESCRIPTION CHCKDRWNDATE

PO BOX 401 INGLEWOOD 6932

FAX: 9471 4059

PHONE: 0409 821 229 / 0427 425 243

EMAIL: [email protected]

WWW. TERRAGEO.COM.AU

35 Septimus Way

MIDDLE SWAN

SITE LAYOUT AND

TEST LOCATION PLAN

2014-159.01A FIGURE 1

SCALE AS SHOWN

05/09/14

ZK

AP

AP

USCS GRAPHIC USCS GRAPHIC

SC Clayey Sand (12-50% plastic fines)

ML

GW CL

GP CI

GM CH

GC OH Organic Clay (medium-high plasticity)

SW OL

SP PT

SM

PARTICLE SIZE

Clay

SiltFine

Medium CoarseFine

Medium

Coarse

Undrained Shear

Strength (kPa) SPT "N"

Density

Index (%)SPT"N"

DCP Blows per

100mm

PSP Blows per

300mm

0 to 12 0 to 2 <15 0 to 4 <1 0 to 2

12 to 25 2 to 4 15 to 35 4 to 10 1 to 2 2 to 6

25 to 50 4 to 8 35 to 65 10 to 30 2 to 4 6 to 8

50 to 100 8 to 15 65 to 85 30 to 50 4 to 8 8 to 15

100 to 200 15 to 30 >85 >50 >8 >15

>200 >30

Silt (low liquid limit )

Clay (high plasticity)

Clay (low plasticity)

Clay (medium plasticity)

Organic Silt (low plasticity)

Peat (highly organic soil)

PLASTICITY CHART

SOIL TYPE

SOIL CLASSIFICATION AND INFERRED STRATIGRAPHY

Soil description are based on field identification procedures AS1726 Appendix A. Material properies are assessed in the field by visual

methods in combination with field testing techniques and on the ease and stability of drill holes or excavations.

6 to 20

20 to 63

63 to 200

1 to 2

3 to 4

Hard

Classification

Particle size (mm)

<0.002

0.002 to 0.0750.075 to 0.20.2 to 0.60.6 to 2.02 to 6

> 200

DCP Blows per 100 mm

COHESIVE SOILS CONSISTENCY AND DENSITY

Soil Type

GRAVEL

Very Dense5 to 10

>10

Classification

Soft

Firm

Stiff

Very Stiff

Very Loose

Loose

Medium Dense

Dense

Very Soft <1

<1

(BOREHOLES AND TEST PITS)

METHODS OF SOIL DESCRIPTION AND CLASSIFICATION

FILL (Various type)

Topsoil

SOIL TYPE

GRANULAR SOILS DENSITY AS 1726-1993 & HB160-2006

Silty Sand (12-50% non plastic fines)

Gravel (well graded <5% fines)

Gravel (poorly graded <5% fines)

Silty Gravel (12-50% non plastic fines)

Clayey Gravel (12-50% plastic fines)

Well Graded Sands (< 5% fines)

Poorly Graded Sands (< 5% fines)

COBBLES

SAND

BOULDERS

SM

CI

CH

2.6

37 13 24

TOPSOILLoose, fine and medium, brown silty sand with grass roots, moist

SANDY CLAYSoft, medium plasticity, yellow, trace gravel, moist

becoming stiff and very stiff

groundwater seepage at 0.8 m depth

CLAYVery stiff, high plasticity, grey/orange and red mottled

REFUSAL ON ROCKHole Terminated at 1.30 m

BS

BS

Cla

ssifi

catio

nS

ymbo

l

Depth(m)

0.5

1.0

1.5

2.0

RL(m) G

raph

ic L

og

CLIENT: Westcoast Engineering

PROJECT: 35 Septimus Way

LOCATION: MIDDLE SWAN

JOB NO: 2014-159.01

COORDS:

SURFACE RL:

LOGGED: ZK DATE: 05/09/2014

CHECKED: AP DATE: 11/09/2014

TEST PIT: TP1

SHEET: 1 OF 1

Shr

ink

Sw

ell

Inde

x (%

)

Liqu

id L

imit

(%)

Pla

stic

Lim

it (%

)

Pla

stic

ity In

dex

(%)

Material DescriptionSoil: type, strength, plasticity orparticle size, colour, secondarycomponents, moisture condition

TE

RR

A 1

.04

LIB

.GLB

Log

TE

RR

A S

OIL

LO

G 2

014-

159.

01.G

PJ

<<

Dra

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gFile

>>

23/

Sep

/201

4 12

:54

8.30

.003

Dat

gel L

ab a

nd I

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itu T

ool

Wat

er

Sam

ple

Con

ditio

n

Sam

ple

Typ

e

FieldsTests

DCP TEST(AS 1289.6.3.2-1997)

Blows per 100 mm

4 8 12 160 20

TP1

TP1 SPOIL

2014-159.01R01

35 Septimus Way, Middle Swan

SM

CI

CH

SP


SANDY CLAYVery stiff, medium plasticity, yellow, trace gravel, moist


GRAVELLY SANDVery dense, light brown with minor quantities of silt and fine and medium gravel, dry


Not

Enc

ount

ered

Cla

ssifi

catio

nS

ymbo

l

Depth(m)

0.5

1.0

1.5

2.0

RL(m) G

raph

ic L

og




JOB NO: 2014-159.01

COORDS:

SURFACE RL:



TEST PIT: TP2

SHEET: 1 OF 1


TE

RR

A 1

.04

LIB

.GLB

Log

TE

RR

A S

OIL

LO

G 2

014-

159.

01.G

PJ

<<

Dra

win

gFile

>>

23/

Sep

/201

4 12

:54

8.30

.003

Dat

gel L

ab a

nd I

n S

itu T

ool

Wat

er

Sam

ple

Con

ditio

n

Sam

ple

Typ

e

FieldsTests

DCP TEST(AS 1289.6.3.2-1997)

Blows per 100 mm

4 8 12 160 20

TP2

TP2 SPOIL

2014-159.01R01


SM

CI

CH


SANDY CLAYSoft, medium plasticity, yellow, trace gravel, moist

becoming stiff and very stiff


becoming gravelly at 0.75 m depth


Not

Enc

ount

ered

Cla

ssifi

catio

nS

ymbo

l

Depth(m)

0.5

1.0

1.5

2.0

RL(m) G

raph

ic L

og




JOB NO: 2014-159.01

COORDS:

SURFACE RL:



TEST PIT: TP3

SHEET: 1 OF 1


TE

RR

A 1

.04

LIB

.GLB

Log

TE

RR

A S

OIL

LO

G 2

014-

159.

01.G

PJ

<<

Dra

win

gFile

>>

23/

Sep

/201

4 12

:54

8.30

.003

Dat

gel L

ab a

nd I

n S

itu T

ool

Wat

er

Sam

ple

Con

ditio

n

Sam

ple

Typ

e

FieldsTests

DCP TEST(AS 1289.6.3.2-1997)

Blows per 100 mm

4 8 12 160 20

TP3

TP3 SPOIL

2014-159.01R01


SM

CI

CH


SANDY CLAYStiff becoming very stiff, medium plasticity, yellow, trace gravel, moist



Not

Enc

ount

ered

Cla

ssifi

catio

nS

ymbo

l

Depth(m)

0.5

1.0

1.5

2.0

RL(m) G

raph

ic L

og




JOB NO: 2014-159.01

COORDS:

SURFACE RL:



TEST PIT: TP4

SHEET: 1 OF 1


TE

RR

A 1

.04

LIB

.GLB

Log

TE

RR

A S

OIL

LO

G 2

014-

159.

01.G

PJ

<<

Dra

win

gFile

>>

23/

Sep

/201

4 12

:54

8.30

.003

Dat

gel L

ab a

nd I

n S

itu T

ool

Wat

er

Sam

ple

Con

ditio

n

Sam

ple

Typ

e

FieldsTests

DCP TEST(AS 1289.6.3.2-1997)

Blows per 100 mm

4 8 12 160 20

TP4

TP4 SPOIL

2014-159.01R01


SM

CI

CH

42 751


SANDY CLAYStiff, medium plasticity, yellow, trace gravel, moist



Not

Enc

ount

ered

BS

Cla

ssifi

catio

nS

ymbo

l

Depth(m)

0.5

1.0

1.5

2.0

RL(m) G

raph

ic L

og




JOB NO: 2014-159.01

COORDS:

SURFACE RL:



TEST PIT: TP5

SHEET: 1 OF 1

% S

and

% G

rave

l

% F

iner

than

0.0

75

mm


TE

RR

A 1

.04

LIB

.GLB

Log

TE

RR

A S

OIL

LO

G 2

014-

159.

01.G

PJ

<<

Dra

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>>

23/

Sep

/201

4 12

:54

8.30

.003

Dat

gel L

ab a

nd I

n S

itu T

ool

Wat

er

Sam

ple

Con

ditio

n

Sam

ple

Typ

e

FieldsTests

DCP TEST(AS 1289.6.3.2-1997)

Blows per 100 mm

4 8 12 160 20

TP5

TP5 SPOIL

2014-159.01R01


SM

SC

SM

CI


FILLDense, yellow/orange clayey sand, moist

RELICT TOPSOILDense, fine and medium, dark grey silty sand with trace grass roots, moist

SANDY CLAYVery stiff to hard, medium plasticity, yellow, trace gravel, moist

Hole Terminated at 1.90 m

Not

Enc

ount

ered

Cla

ssifi

catio

nS

ymbo

l

Depth(m)

0.5

1.0

1.5

2.0

RL(m) G

raph

ic L

og




JOB NO: 2014-159.01

COORDS:

SURFACE RL:



TEST PIT: TP6

SHEET: 1 OF 1


TE

RR

A 1

.04

LIB

.GLB

Log

TE

RR

A S

OIL

LO

G 2

014-

159.

01.G

PJ

<<

Dra

win

gFile

>>

23/

Sep

/201

4 12

:54

8.30

.003

Dat

gel L

ab a

nd I

n S

itu T

ool

Wat

er

Sam

ple

Con

ditio

n

Sam

ple

Typ

e

FieldsTests

DCP TEST(AS 1289.6.3.2-1997)

Blows per 100 mm

4 8 12 160 20

TP6

TP6 SPOIL

2014-159.01R01


SM

CI

CH


SANDY CLAYFirm, medium plasticity, yellow, trace gravel, moist



Not

Enc

ount

ered

Cla

ssifi

catio

nS

ymbo

l

Depth(m)

0.5

1.0

1.5

2.0

RL(m) G

raph

ic L

og




JOB NO: 2014-159.01

COORDS:

SURFACE RL:



TEST PIT: TP7

SHEET: 1 OF 1


TE

RR

A 1

.04

LIB

.GLB

Log

TE

RR

A S

OIL

LO

G 2

014-

159.

01.G

PJ

<<

Dra

win

gFile

>>

23/

Sep

/201

4 12

:54

8.30

.003

Dat

gel L

ab a

nd I

n S

itu T

ool

Wat

er

Sam

ple

Con

ditio

n

Sam

ple

Typ

e

FieldsTests

DCP TEST(AS 1289.6.3.2-1997)

Blows per 100 mm

4 8 12 160 20

TP7

TP7 SPOIL

2014-159.01R01


SM

CI

CH


SANDY CLAYSoft becoming stiff, medium plasticity, yellow, trace gravel, moist



Not

Enc

ount

ered

Cla

ssifi

catio

nS

ymbo

l

Depth(m)

0.5

1.0

1.5

2.0

RL(m) G

raph

ic L

og




JOB NO: 2014-159.01

COORDS:

SURFACE RL:



TEST PIT: TP8

SHEET: 1 OF 1


TE

RR

A 1

.04

LIB

.GLB

Log

TE

RR

A S

OIL

LO

G 2

014-

159.

01.G

PJ

<<

Dra

win

gFile

>>

23/

Sep

/201

4 12

:54

8.30

.003

Dat

gel L

ab a

nd I

n S

itu T

ool

Wat

er

Sam

ple

Con

ditio

n

Sam

ple

Typ

e

FieldsTests

DCP TEST(AS 1289.6.3.2-1997)

Blows per 100 mm

4 8 12 160 20

TP8

TP8 SPOIL

2014-159.01R01


SM

CI

CH


SANDY CLAYStiff, medium plasticity, yellow, trace gravel, moist

groundwater seepage at 0.8 m depth



Not

Enc

ount

ered

Cla

ssifi

catio

nS

ymbo

l

Depth(m)

0.5

1.0

1.5

2.0

RL(m) G

raph

ic L

og




JOB NO: 2014-159.01

COORDS:

SURFACE RL:



TEST PIT: TP9

SHEET: 1 OF 1


TE

RR

A 1

.04

LIB

.GLB

Log

TE

RR

A S

OIL

LO

G 2

014-

159.

01.G

PJ

<<

Dra

win

gFile

>>

23/

Sep

/201

4 12

:54

8.30

.003

Dat

gel L

ab a

nd I

n S

itu T

ool

Wat

er

Sam

ple

Con

ditio

n

Sam

ple

Typ

e

FieldsTests

DCP TEST(AS 1289.6.3.2-1997)

Blows per 100 mm

4 8 12 160 20

TP9

TP9 SPOIL

2014-159.01R01


SM

SP-SM

CI

SC

CH


SANDMedium dense, fine and medium, light brown with silt, moist

SANDY CLAYStiff becoming very stiff, medium plasticity, yellow, trace gravel, moist

CLAYEY SANDDense, red grey and orange with trace fine and medium gravel, moist


Hole Terminated at 1.90 m

Cla

ssifi

catio

nS

ymbo

l

Depth(m)

0.5

1.0

1.5

2.0

RL(m) G

raph

ic L

og




JOB NO: 2014-159.01

COORDS:

SURFACE RL:



TEST PIT: TP10

SHEET: 1 OF 1


TE

RR

A 1

.04

LIB

.GLB

Log

TE

RR

A S

OIL

LO

G 2

014-

159.

01.G

PJ

<<

Dra

win

gFile

>>

23/

Sep

/201

4 12

:54

8.30

.003

Dat

gel L

ab a

nd I

n S

itu T

ool

Wat

er

Sam

ple

Con

ditio

n

Sam

ple

Typ

e

FieldsTests

DCP TEST(AS 1289.6.3.2-1997)

Blows per 100 mm

4 8 12 160 20

TP10

TP10 SPOIL

2014-159.01R01


SM

CI

CH


SANDY CLAYVery stiff becoming stiff, medium plasticity, yellow, trace gravel, moist

CLAYStiff, high plasticity, grey/orange and red mottled


Not

Enc

ount

ered

Cla

ssifi

catio

nS

ymbo

l

Depth(m)

0.5

1.0

1.5

2.0

RL(m) G

raph

ic L

og




JOB NO: 2014-159.01

COORDS:

SURFACE RL:



TEST PIT: TP11

SHEET: 1 OF 1


TE

RR

A 1

.04

LIB

.GLB

Log

TE

RR

A S

OIL

LO

G 2

014-

159.

01.G

PJ

<<

Dra

win

gFile

>>

23/

Sep

/201

4 12

:54

8.30

.003

Dat

gel L

ab a

nd I

n S

itu T

ool

Wat

er

Sam

ple

Con

ditio

n

Sam

ple

Typ

e

FieldsTests

DCP TEST(AS 1289.6.3.2-1997)

Blows per 100 mm

4 8 12 160 20

TP11

TP11 SPOIL

2014-159.01R01


SM

CI

CH


SANDY CLAYVery stiff becoming stiff, medium plasticity, yellow, trace gravel, moist

CLAYHard, high plasticity, grey/orange and red mottled


Not

Enc

ount

ered

Cla

ssifi

catio

nS

ymbo

l

Depth(m)

0.5

1.0

1.5

2.0

RL(m) G

raph

ic L

og




JOB NO: 2014-159.01

COORDS:

SURFACE RL:



TEST PIT: TP12

SHEET: 1 OF 1


TE

RR

A 1

.04

LIB

.GLB

Log

TE

RR

A S

OIL

LO

G 2

014-

159.

01.G

PJ

<<

Dra

win

gFile

>>

23/

Sep

/201

4 12

:54

8.30

.003

Dat

gel L

ab a

nd I

n S

itu T

ool

Wat

er

Sam

ple

Con

ditio

n

Sam

ple

Typ

e

FieldsTests

DCP TEST(AS 1289.6.3.2-1997)

Blows per 100 mm

4 8 12 160 20

TP12

TP12 SPOIL

2014-159.01R01


SM

CI

CH

2.04 9.1

18.0


SANDY CLAYFirm, medium plasticity, yellow, trace gravel, moist

becoming soft at 0.3 m

CLAYStiff becoming very stiff, high plasticity, grey/orange and red mottled


Not

Enc

ount

ered

BS

Cla

ssifi

catio

nS

ymbo

l

Depth(m)

0.5

1.0

1.5

2.0

RL(m) G

raph

ic L

og




JOB NO: 2014-159.01

COORDS:

SURFACE RL:



TEST PIT: TP13

SHEET: 1 OF 1

MD

D (

t/m3 )

OM

C (

%)

CB

R (

%)


TE

RR

A 1

.04

LIB

.GLB

Log

TE

RR

A S

OIL

LO

G 2

014-

159.

01.G

PJ

<<

Dra

win

gFile

>>

23/

Sep

/201

4 12

:54

8.30

.003

Dat

gel L

ab a

nd I

n S

itu T

ool

Wat

er

Sam

ple

Con

ditio

n

Sam

ple

Typ

e

FieldsTests

DCP TEST(AS 1289.6.3.2-1997)

Blows per 100 mm

4 8 12 160 20

TP13

TP13 SPOIL

2014-159.01R01


Particle Size Distribution &

Plasticity Index tests

Mining &

Civil

Geotest Pty Ltd Job No:

unit1/1 Pusey Road, Jandakot, WA 6164 Report No: 60175-P14/3374

Ph (08) 9414 8022 Fax (08) 9414 8011 Sample No: P14/3374

Email: [email protected] Issue Date: 22 September 2014

Client: Terra Geotechnical Sample location: TP1

Project: Septimus View Sample Depth(m): 0.3 - 0.6

Location: Middle Swan

SIEVE ANALYSIS AS 1289.3.6.1 Plasticity index tests

Sieve Size (mm) % Passing AS 1289

75.0 Liquid limit 3.1.1 37 %

37.5 Plastic limit 3.2.1 13 %

19.0 Plasticity index 3.3.1 24 %

9.5 Linear shrinkage 3.4.1 8.0 %

4.75

2.36

1.18 Cracked

0.600 Curled

0.425

0.300

0.150

0.075

Client Address: 389A Crawford Road, Dianella WA 6059 Sampling Procedure: Tested as received

Approved signature

Matthew van Herk AS PSDPI May 2009

2014-159.01

Sheet No: 1 of 1

0

10

20

30

40

50

60

70

80

90

100

0.001 0.01 0.1 1 10 100

% P

assin

g

Particle Size (mm)

Accreditation for compliance with ISO/IEC 17025.

This document may not be reproduced except in full.

Accreditation No 15545.

Mining &

Civil Geotest Pty Ltd

Ph (08) 9414 8022 Fax (08) 9414 8011

Email [email protected]

Unit 1/1 Pusey Road, JANDAKOT WA 6164

Client: Terra Geotechnical Date Tested:

Project: Septimus View Tested By:

Location: Middle Swan Checked By:

Sample: Sample No: P14/3375

Sample description : Clay

Sample Type : 63 mm Ø tube sample

Swell Specimen Shrinkage Specimen

Dry Density - Initial (t/m3)

1.69 21.0

Moisture Content - Initial (%) 21.1 Length/Diameter Ratio 2.6

Moisture Content - Final (%) 24.0 Extent of Crumbling Nil

Overburden Pressure (kPa) 25 Extent of Cracking Nil

Significant Inert Inclusions (%) 0

Shrink-Swell Index

Iss = 2.6 % Vertical strain per pF change in Total suction

Client address: 389A Crawford Road, Dianella WA 6059 Tested as received

Approved Signature

15 September 2014

Report No:

Date of issue:

Moisture Content Initial (%)

Sample details

D Sawyer

M van Herk

Determination of the Shrinkage Index of a Soil

Shrink Swell Index

AS 1289.7.1.1

TP1 1.1 - 1.3

Job No:

Matthew van Herk

Shrink-Swell Index September 2010

2014-159.01

60175-P14/3375

22 September 2014

Particle Size Distribution &

Plasticity Index tests

Mining &

Civil

Geotest Pty Ltd Job No:

unit1/1 Pusey Road, Jandakot, WA 6164 Report No: 60175-P14/3376

Ph (08) 9414 8022 Fax (08) 9414 8011 Sample No: P14/3376

Email: [email protected] Issue Date: 22 September 2014

Client: Terra Geotechnical Sample location: TP5

Project: Septimus View Sample Depth(m): 0.2 - 0.6

Location: Middle Swan

SIEVE ANALYSIS AS 1289.3.6.1 Plasticity index tests

Sieve Size (mm) % Passing AS 1289

75.0 Liquid limit 3.1.1 NA %

37.5 Plastic limit 3.2.1 %

19.0 Plasticity index 3.3.1 %

9.5 100 Linear shrinkage 3.4.1 %

4.75 98

2.36 93

1.18 90 Cracked

0.600 86 Curled

0.425 84

0.300 80

0.150 66

0.075 51

Client Address: 389A Crawford Road, Dianella WA 6059 Sampling Procedure: Tested as received

Approved signature

Matthew van Herk AS PSDPI May 2009

2014-159.01

Sheet No: 1 of 1

0

10

20

30

40

50

60

70

80

90

100

0.001 0.01 0.1 1 10 100

% P

assin

g

Particle Size (mm)




Mining & Standard Dry Density (AS 1289.5.1.1) &

Civil California Bearing Ratio (AS 1289.6.1.1)

Geotest Pty Ltd Test ReportUnit 1/1 Pusey Road, JANDAKOT WA 6164

Ph (08) 9414 8022

Fax (08)9414 8011

Certificate No: Project:

Sample No: Client:

Location: Date of Issue:

TP13 0.1 - 0.4 Job No: 2014-159.01

Standard Dry Density t/m3:

Optimum Moisture Content %: 4

Desired Conditions: 4.5

Compactive Effort 10.0

Mass of hammer kg 110.5

Number of layers 12.0

Number of blows/layer 132.0

Conditions after Compaction 0.0

Dry Density t/m3

C.B.R. at 5.0 mm Penetration % 18

Moisture Content %

Density Ratio % 2.003

Moisture Ratio % 10.9

Soaked / Unsoaked 98.0

120.0

Comments:

Moisture Content (%)

Client address: 389A Crawford Road, Dianella WA 6059

Approved Signature Matthew van Herk

Sample ID:

ASMDD-CBR June 2009

Dry

De

nsity (

t/m

3)

Moisture Ratio %

101.5 Moisture Content %

Soaked

25 Top 30mm Moisture Ratio %

Swell %

Dry Density Ratio %

2.003

9.2 Conditions after Soaking

98.0 Dry Density t/m3

Entire Moisture Content %

2.7 Entire Moisture Ratio %

3 Top 30mm Moisture Content %

2.040 Conditions at Test

9.1 Soaking Period (Days)

98/100 Surcharge (kg)

60175-P14/3377 Septimus View

Terra Geotechnical

22 September 2014

P14/3377

Middle Swan

Sheet 1 of 1

Email [email protected]




1.650

1.750

1.850

1.950

2.050

2.150

4 6 8 10 12

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