Heritage Parc - Stage 9 Site Classification Site Regraded Lots · PROPOSED SUBDIVISION – HERITAGE PARC, STAGE 9 4 August 2016 6 NEW15P-0051B-AE 6.0 Site Classification to AS2870-2011

GEOTECHNICAL I LABORATORY I EARTHWORKS I QUARRY I CONSTRUCTION MATERIAL TESTING

Heritage Parc - Stage 9 Site Classification Site Regraded Lots

Grand Parade, Rutherford

NEW15P-0051B-AE 4 August 2016

Qualtest Laboratory (NSW) Pty Ltd ABN: 98 153 268 89 8 Ironbark Close Warabrook NSW 2304 T: (02) 4968 4468 F: (02)4960 9775 W: www.qualtest.com.au NEW15P-0051B-AE

4 August 2016

Heritage Parc Pty Ltd

C/- McCloy Group

Suite 1, Level 3, 426 King Street

NEWCASTLE WEST NSW 2300

Attention: Mr Jon Hines

Dear Jon

RE: HERITAGE PARC - STAGE 9 - SITE REGRADED LOTS

GRAND PARADE, RUTHERFORD

SITE CLASSIFICATION

Please find enclosed our Geotechnical Assessment report for Stage 9 of the Heritage Parc

residential subdivision located off Grand Parade, Rutherford.

The report includes recommendations for Site Classification in accordance with AS2870-2011,

“Residential Slabs and Footings” for site regraded lots (Lots 901, 902 and 911 to 918).

If you have any questions regarding this report, please do not hesitate to contact Shannon

Kelly or the undersigned.

For and on behalf of Qualtest Laboratory (NSW) Pty Ltd

Jason Lee

Principal Geotechnical Engineer

PROPOSED SUBDIVISION – HERITAGE PARC, STAGE 9

4 August 2016 i NEW15P-0051B-AE

Table of Contents:

1.0 Introduction .................................................................................................................. 1

2.0 Field Work ...................................................................................................................... 1

3.0 Site Description ............................................................................................................ 1

3.1 Surface Conditions ......................................................................................................1

3.2 Subsurface Conditions ................................................................................................2

4.0 Laboratory Testing ...................................................................................................... 4

5.0 Site Regrade Works ..................................................................................................... 5

6.0 Site Classification to AS2870-2011 ........................................................................... 6

7.0 Limitations ...................................................................................................................... 7

Attachments:

Figure AE1: Plan of Approximate Test Locations – Stage 9

Appendix A: Results of Field Investigations

Appendix B: Results of Laboratory Testing

Appendix C: CSIRO Sheet BTF 18


4 August 2016 1 NEW15P-0051B-AE

1.0 Introduction

Qualtest Laboratory NSW Pty Ltd (Qualtest) is pleased to present this report on behalf of

Heritage Parc Pty Ltd, for Stage 9 of the residential subdivision located off Grand Parade,

Rutherford.

Based on the brief and drawings provided by the client, this report covers re-engineered lots

where site regrade works have been carried out, including Lots 901, 902 and 911 to 918.

Qualtest has previously carried out a preliminary site classification (Report Ref: New16P-0051B-

AA, dated 28 January 2016). The scope of work for the geotechnical investigation included

providing Site Classification in accordance with AS2870-2011, “Residential Slabs and Footings”,

following completion of site regrade works which included controlled filling of lots 901, 902 and

911 to 918 with imported material.

This report presents the results of the field work investigations and laboratory testing, and

provides recommendations for the scope outlined above. This report also includes selected

results from the preliminary site classification report.

2.0 Field Work

The field work investigations were carried out carried on 28 June 2016 and comprised of:

DBYD search of proposed test locations was undertaken to clear proposed test locations

for the presence of underground services;

Site walkover to make observations of surface features at the property and in the

immediate surrounding area;

Excavation of 10 boreholes (BH901, BH902 and BH911 to BH918) using a 5.5 tonne excavator

equipped with a 300mm diameter auger attachment. Boreholes were terminated at

depths of between 2.00m and 2.10m;

Undisturbed samples (U50 tubes) and small bag samples were taken for subsequent

laboratory testing;

Boreholes were backfilled with the excavation spoil and compacted using the excavator

auger and tracks.

Investigations were carried out by an experienced Senior Geotechnical Engineer from Qualtest

who located the boreholes, carried out the testing and sampling, produced field logs of the

boreholes, and made observations of the site surface conditions.

Approximate borehole locations are shown on the attached Figure AE1. Boreholes were

located in the field by handheld GPS and relative to existing site features including

topographic features, lot boundaries, existing developments and trees. Engineering logs of the

boreholes are presented in Appendix A.

Eight test pits (TP9-1 to TP9-8) from the previous assessment have been included to supplement

information from the current investigations.

3.0 Site Description

3.1 Surface Conditions

The site of Stage 9 is located off Grand Parade, at Rutherford. The site is generally bounded by

an existing golf course development which is undergoing subdivision construction works.



The site is bounded to the east by an existing watercourse comprising a relatively broad

storage of water.

The site is situated in an area of gently undulating topography. The site has been stripped of all

vegetation, with only a few scattered trees on some of the proposed lots. Trafficability by way

of 4WD vehicle was good at the time of the site investigations.

Photographs of the site taken on the day of the site investigations are shown below.

Photograph 1: View facing south from near

BH901. View of small fill mounds on Lots 901 &

902, with Grand Parade in background.

Photograph 2: Photo of intersection of Grand

Parade and Discovery Way.

Photograph 3: View facing northwest from

near BH911.

Photograph 4: View facing south from near

BH918.

3.2 Subsurface Conditions

Reference to the 1:100,000 Newcastle Coalfield Regional Geology Sheet indicates the site to

be underlain by the Rutherford Formation belonging to the early Permian Aged Dalwood

Group, characterised by Siltstone, Marl and minor Sandstone rock types.

Table 1 presents a summary of the typical soil types encountered at borehole locations during

the field investigation, divided into representative geotechnical units.

Table 2 contains a summary of the distribution of the above geotechnical units at the borehole

locations.



TABLE 1 – SUMMARY OF GEOTECHNICAL UNITS AND SOIL TYPES

Unit Soil Type Description

1 CONTROLLED

FILL

Gravelly Sandy CLAY - low to medium plasticity, grey-brown, fine to

medium grained sand, fine to coarse grained gravel, sub-angular,

trace cobbles in some places.

2 TOPSOIL

Silty SAND / Silty Clayey SAND / Silty CLAY / Sandy CLAY - low to

medium plasticity clay fines, fine to coarse grained sand, brown,

trace of fine to medium grained gravel, root affected.

3 COLLUVIUM /

SLOPEWASH

CLAY - medium to high plasticity, brown, trace to some fine to coarse

grained sand, trace of charcoal.

4 RESIDUAL SOIL

CLAY - high plasticity, mostly grey and brown, becoming pale grey

with brown to red and pale brown to orange at depth in places,

trace of fine to coarse grained sand.

5 WEATHERED

ROCK

Not encountered within depth of excavation during the Stage 9

investigation.

TABLE 2 – SUMMARY OF GEOTECHNICAL UNITS ENCOUNTERED AT EACH TEST PIT LOCATION

Location Unit 1

Fill - Topsoil

Unit 2

Controlled Fill

Unit 3

Topsoil

Unit 4

Residual Soil

Unit 5

Weathered

Rock

Depth in metres (m)

Current Geotechnical Assessment

BH901 0.00 - 0.20 0.20 - 1.10 - 1.10 - 2.10 -

BH902 0.00 - 0.20 0.20 - 0.80 - 0.80 - 2.00 -

BH911 0.00 - 0.10 0.10 - 0.90 - 0.90 - 2.00 -

BH912 0.00 - 0.10 0.10 - 0.90 - 0.90 - 2.00 -

BH913 0.00 - 0.18 0.18 - 0.70 - 0.70 - 2.00 -

BH914 0.00 - 0.20 0.20 - 0.70 - 0.70 - 2.00 -

BH915 0.00 - 0.20 0.20 - 0.70 - 0.70 - 2.00 -

BH916 0.00 - 0.15 0.15 - 0.70 - 0.70 - 2.00 -

BH917 0.00 - 0.10 0.10 - 0.70 - 0.70 - 2.00 -

BH918 0.00 - 0.10 0.10 - 0.60 - 0.60 - 2.00 -

No groundwater levels or inflows were encountered in the boreholes during the limited time

that they remained open on the day of the field investigations.

It should be noted that groundwater conditions can vary due to rainfall and other influences

including regional groundwater flow, temperature, permeability, recharge areas, surface

condition, and subsoil drainage.



4.0 Laboratory Testing

Samples collected during the current field investigations were returned to our NATA accredited

Warabrook Laboratory for testing which comprised of:

(11 no.) Shrink / Swell tests;

(9 no.) Atterberg Limits tests.

Proposed shrink/swell testing of a number of samples were replaced by Atterberg Limits

classification tests due to the friable nature of the site soils (typically for imported fill material).

Results of the laboratory testing are presented in Appendix B, with a summary of the

Shrink/Swell test results presented in Table 3.

The tables also include a summary of laboratory testing information where applicable from the

previous Preliminary Geotechnical Assessment by Qualtest.

TABLE 3 – SUMMARY OF SHRINK / SWELL TESTING RESULTS

Location Depth (m) Material Description Iss (%)

Current Geotechnical Assessment

BH901 0.90 - 1.10 FILL: (CL) Gravelly Sandy CLAY 0.5


BH902 1.00 - 1.20 (CH) CLAY 6.2


BH912 0.90 - 1.00 (CH) CLAY 4.3


BH914 0.80 - 1.00 (CH) CLAY 5.3

BH915 1.30 - 1.50 (CH) CLAY 5.2

BH916 0.80 - 1.00 (CH) CLAY 2.7

BH917 1.10 - 1.30 (CH) CLAY 4.3

BH918 0.80 - 1.10 (CH) CLAY 5.0

Previous Geotechnical Assessment (Ref: NEW15P-0051B-AA, January 2016)

TP9-1 0.40 - 0.65 (CH) CLAY 6.7

TP9-6 0.45 - 0.85 (CH) CLAY 4.6

TP9-7 1.25 - 1.45 (CH) CLAY 4.8

TP9-8 0.60 - 0.80 (CH) CLAY 4.6

The results of laboratory shrink / swell tests indicate that the residual clays at the site are

generally highly to extremely reactive.



TABLE 4 - SUMMARY OF ATTERBERG LIMITS TESTING RESULTS

Location Depth (m) Material

Description

Liquid

Limit (%)

Plastic

Limit (%)

Plasticity

Index (%)

Linear

Shrinkage

(%)

BH901 0.30 - 0.48 FILL: (CL) Gravelly

Sandy CLAY 33 15 18 8.5


Sandy CLAY 33 18 15 7.0


Sandy CLAY 36 17 19 8.0


Sandy CLAY 32 17 15 7.0


Sandy CLAY 37 20 17 8.5


Sandy CLAY 35 19 16 6.0


Sandy CLAY 41 17 24 10.5


Sandy CLAY 36 17 19 8.5


Sandy CLAY 38 17 21 8.0

5.0 Site Regrade Works

Site regrading works were conducted on lots 901, 902 and 911 to 918 between 8 February 2016

and 22 March 2016.

As the geotechnical testing authority engaged for the project, Qualtest state that the filling

performed for the regrade area (lots 901, 902 and 911 to 918), was carried out to Level 1

criteria as defined in Clause 8.2 – Section 8, of AS3798-2007, ‘Guidelines on Earthworks for

Commercial and Residential Developments’.

Lot numbers and the approximate limit of site regrade areas are shown in Figure AE1 attached.

For full details of site regrade works, reference should be made to ‘Level 1 Site Re-grade

Assessment Report’, (Qualtest Ref: NEW16P-0013-AA, 22 July 2016).

http://www.saiglobal.com/online/Script/Details.asp?DocN=AS0733780962AT

http://www.saiglobal.com/online/Script/Details.asp?DocN=AS0733780962AT



6.0 Site Classification to AS2870-2011

Based on the results of the field work and laboratory testing, site regraded residential lots

located within Stage 9 of the Heritage Parc subdivision, are classified in their current condition

in accordance with AS2870-2011 ’Residential Slabs and Footings’, as shown in Table 5.

TABLE 5 – SITE CLASSIFICATION TO AS2870-2011

Lot Numbers Site Classification Estimated Characteristic

Free Surface Movement

901, 902 and 911 to 918 H2 60mm to 75mm

Characteristic free surface movements have been estimated for lots in their existing condition

as shown in Table 5.

The effects of changes to the soil profile by additional cutting and filling and the effects of past

and future trees should be considered in selection of the design value for differential

movement.

If site re-grading works involving cutting or filling are performed after the date of this assessment

the classification may change and further advice should be sought.

Footings for the proposed development should be designed and constructed in accordance

with the requirements of AS2870-2011.

The classification presented above assumes that:

All footings are founded in controlled fill (if applicable) or in the residual clayey soils or rock

below all non-controlled fill, topsoil material and root zones, and fill under slab panels meets

the requirements of AS2870-2011, in particular, the root zone must be removed prior to the

placement of fill materials beneath slabs.

The performance expectations set out in Appendix B of AS2870-2011 are acceptable, and

that site foundation maintenance is undertaken to avoid extremes of wetting and drying.

Footings are to be founded outside of or below all zones of influence resulting from existing

or future service trenches.

The constructional and architectural requirements for reactive clay sites set out in AS2870-

2011 are followed.

Adherence to the detailing requirement outlined in Section 5 of AS2870-2011 ‘Residential

Slabs and Footings’ is essential, in particular Section 5.6, ‘Additional requirements for Classes

M, H1, H2 and E sites’ including architectural restrictions, plumbing and drainage

requirements.

Site maintenance complies with the provisions of CSIRO Sheet BTF 18, “Foundation

Maintenance and Footing Performance: A Homeowner’s Guide”, a copy of which is

attached in Appendix C.

All structural elements on all lots regardless of their site classification should be supported on

footings founded beneath all uncontrolled fill, layers of inadequate bearing capacity,

soft/loose, or other potentially deleterious material.

If any areas of uncontrolled fill of depths greater than 0.4m are encountered during

construction, footings should be designed in accordance with engineering principles for

Class ‘P’ sites.



7.0 Limitations

The findings presented in the report and used as the basis for recommendations presented

herein were obtained using normal, industry accepted geotechnical design practices and

standards. To our knowledge, they represent a reasonable interpretation of the general

conditions of the site.

The extent of testing associated with this assessment is limited to discrete test locations. It

should be noted that subsurface conditions between and away from the test locations may be

different to those observed during the field work and used as the basis of the

recommendations contained in this report.

If subsurface conditions encountered during construction differ from those given in this report,

further advice should be sought without delay.

Data and opinions contained within the report may not be used in other contexts or for any

other purposes without prior review and agreement by Qualtest. If this report is reproduced, it

must be in full.

If you have any further questions regarding this report, please do not hesitate to contact

Shannon Kelly or the undersigned.

For and on behalf of Qualtest Laboratory (NSW) Pty Ltd.

Jason Lee

Principal Geotechnical Engineer

FIGURES

FIGURE AE1:

Plan of Approximate Test Locations - Stage 9

Client: Drawing No:

Project: Project No:

Location: Scale:

Title: Date:PLAN OF APPROXIMATE TEST LOCATIONS - STAGE 9 4 AUGUST 2016

HERITAGE PARC PTY LTD FIGURE AE1

PROPOSED SUBDIVSION - STAGE 9 NEW15P-0051B

GRAND PARADE, RUTHERFORD AS SHOWN

Based on drawing provided by client (Ref. Poject No: 15176C, Drawing No. C30 Rev 1, dated 12/08/15, by GCA Engineering Solutions).

LEGEND: Approximate borehole location. Previous investigation undertaken by Qualtest Pty Ltd (January 2016).

Approximate borehole location. Approximate test pit location.

TP9-1

TP9-2

TP9-3

TP9-4

TP9-5

TP9-6

TP9-7

TP9-8HA9-9

HA9-10

APPROXIMATE AREA OF PROPOSED CHILD CARE CENTRE SITE

BH901BH902

BH911

BH912

BH913

BH914BH915 BH916 BH917 BH918

903 904 905 906

907

908

910

909

914 915

916 917 918

902

901

Approximate Area of Regrade

Approximate Area of Regrade

APPENDIX A:

Results of Field Investigations

H

St -VSt

0.20m

1.10m

2.10m

FILL - TOPSOIL

CONTROLLED FILL

RESIDUAL SOIL

E

SC

CL

CH

M <

wP

M <

wP

M >

wP

U50

0.48m

U50

1.10m

0.30m

0.90m

FILL: Silty Clayey SAND / Sandy CLAY- fine tomedium grained, dark brown, fines of low plasticity.

FILL: Gravelly Sandy CLAY - low to mediumplasticity, grey-brown, fine to medium grained sand,fine to coarse grained gravel, sub-angular to angular,trace cobbles.

CLAY - high plasticity, dark brown, trace fine tomedium grained sand.

Hole Terminated at 2.10 mTarget depth

HP >600

HP 550

HP >600

HP >600

HP 180

HP 230

HP 230

Not

Enc

ount

ered

Field Test

PID Photoionisation detector reading (ppm)DCP(x-y) Dynamic penetrometer test (test depth interval shown)

HP Hand Penetrometer test (UCS kPa)

Material description and profile information

UCS (kPa)D DryM MoistW WetWp Plastic LimitWL Liquid Limit

Field Tests

Notes, Samples and Tests

Structure and additionalobservations

ME

TH

OD

CLA

SS

IFIC

AT

ION

SY

MB

OL

Tes

t Typ

e

MO

IST

UR

EC

ON

DIT

ION

CO

NS

IST

EN

CY

DE

NS

ITY

Water

WA

TE

R

Gradational ortransitional strataDefinitive or distictstrata change

Strata Changes

RL(m)

GR

AP

HIC

LOGDEPTH

(m)

0.5

1.0

1.5

2.0

SAMPLES

Water Level

(Date and time shown)

Water Inflow

Water Outflow

VS Very SoftS SoftF FirmSt Stiff

VSt Very StiffH HardFb Friable

U50 50mm Diameter tube sampleCBR Bulk sample for CBR testing

E Environmental sample(Glass jar, sealed and chilled on site)

ASS Acid Sulfate Soil Sample(Plastic bag, air expelled, chilled)

B Bulk Sample

Consistency Moisture Condition

V Very Loose Density Index <15%L Loose Density Index 15 - 35%MD Medium Dense Density Index 35 - 65%D Dense Density Index 65 - 85%VD Very Dense Density Index 85 - 100%

Density

LEGEND:

Res

ult

MATERIAL DESCRIPTION: Soil type, plasticity/particlecharacteristics,colour,minor components

Drilling and Sampling

<2525 - 5050 - 100100 - 200200 - 400>400

QT

LIB

1.1

.GLB

Lo

g N

ON

-CO

RE

D B

OR

EH

OLE

- T

ES

T P

IT

NE

W15

P-0

051B

LO

GS

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J <

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21-0

7-20

16 1

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8.

30.0

03

Dat

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ab a

nd I

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itu T

ool

ENGINEERING LOG - BOREHOLE

SURFACE RL:

DATUM:

DRILL TYPE: KUBOTO - 5.5t Excavator

BOREHOLE DIAMETER: 300 mm

PAGE: 1 OF 1

JOB NO: NEW15P-0051B

LOGGED BY: BE

DATE: 28-6-16

CLIENT: HERITAGE PARC PTY LTD

PROJECT: PROPOSED SUBDIVISION - STAGE 9

LOCATION: GRAND PARADE, RUTHERFORD

BOREHOLE NO: BH901

H

St -VSt

0.20m

0.80m

2.00m

FILL - TOPSOIL

CONTROLLED FILL

RESIDUAL SOIL

E

SC

CL

CH

M <

wP

M <

wP

M >

wP

U50

0.40m

U50

0.80m

U50

1.20m

0.20m

0.50m

1.00m

FILL: Silty Clayey SAND / Sandy CLAY- fine tomedium grained, dark brown, fines of low plasticity.

FILL: Gravelly Sandy CLAY - low to mediumplasticity, grey-brown, fine to medium grained sand,fine to coarse grained gravel, sub-angular to angular.

CLAY - high plasticity, dark brown.


HP >600

HP 580

HP 540

HP 190

HP 230

HP 230

HP 220

Not

Enc

ount

ered

Field Test





Field Tests



ME

TH

OD

CLA

SS

IFIC

AT

ION

SY

MB

OL

Tes

t Typ

e

MO

IST

UR

EC

ON

DIT

ION

CO

NS

IST

EN

CY

DE

NS

ITY

Water

WA

TE

R


Strata Changes

RL(m)

GR

AP

HIC

LOGDEPTH

(m)

0.5

1.0

1.5

2.0

SAMPLES

Water Level


Water Inflow

Water Outflow






B Bulk Sample



Density

LEGEND:

Res

ult



<2525 - 5050 - 100100 - 200200 - 400>400

QT

LIB

1.1

.GLB

Lo

g N

ON

-CO

RE

D B

OR

EH

OLE

- T

ES

T P

IT

NE

W15

P-0

051B

LO

GS

.GP

J <

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>

21-0

7-20

16 1

6:03

8.

30.0

03

Dat

gel L

ab a

nd I

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itu T

ool


SURFACE RL:

DATUM:



PAGE: 1 OF 1


LOGGED BY: BE

DATE: 28-6-16




BOREHOLE NO: BH902

H

VSt

St -VSt

0.10m

0.90m

2.00m

FILL - TOPSOIL

CONTROLLED FILL

RESIDUAL SOIL

E

CL

CL

CH

M <

wP

M >

wP

U50

0.30m

U500.74m

0.10m

0.60m

FILL: Sandy / Silty CLAY - low to medium plasticity,grey-brown, fine to medium grained sand.

FILL: Gravelly Sandy CLAY - low to mediumplasticity, grey-brown.

CLAY - high plasticity, grey and pale grey.


HP 480

HP 280

HP 190

HP 200

Not

Enc

ount

ered

Field Test





Field Tests



ME

TH

OD

CLA

SS

IFIC

AT

ION

SY

MB

OL

Tes

t Typ

e

MO

IST

UR

EC

ON

DIT

ION

CO

NS

IST

EN

CY

DE

NS

ITY

Water

WA

TE

R


Strata Changes

RL(m)

GR

AP

HIC

LOGDEPTH

(m)

0.5

1.0

1.5

2.0

SAMPLES

Water Level


Water Inflow

Water Outflow






B Bulk Sample



Density

LEGEND:

Res

ult



<2525 - 5050 - 100100 - 200200 - 400>400

QT

LIB

1.1

.GLB

Lo

g N

ON

-CO

RE

D B

OR

EH

OLE

- T

ES

T P

IT

NE

W15

P-0

051B

LO

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J <

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21-0

7-20

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8.

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Dat

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ab a

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itu T

ool


SURFACE RL:

DATUM:



PAGE: 1 OF 1


LOGGED BY: BE

DATE: 28-6-16




BOREHOLE NO: BH911

H

VSt

0.10m

0.90m

2.00m

FILL - TOPSOIL

CONTROLLED FILL

RESIDUAL SOIL

E

CL

CL

CH

M <

wP

M >

wP

U50

0.40m

U50

1.00m

0.20m

0.60m





HP >600

HP >600

Not

Enc

ount

ered

Field Test





Field Tests



ME

TH

OD

CLA

SS

IFIC

AT

ION

SY

MB

OL

Tes

t Typ

e

MO

IST

UR

EC

ON

DIT

ION

CO

NS

IST

EN

CY

DE

NS

ITY

Water

WA

TE

R


Strata Changes

RL(m)

GR

AP

HIC

LOGDEPTH

(m)

0.5

1.0

1.5

2.0

SAMPLES

Water Level


Water Inflow

Water Outflow






B Bulk Sample



Density

LEGEND:

Res

ult



<2525 - 5050 - 100100 - 200200 - 400>400

QT

LIB

1.1

.GLB

Lo

g N

ON

-CO

RE

D B

OR

EH

OLE

- T

ES

T P

IT

NE

W15

P-0

051B

LO

GS

.GP

J <

<D

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ile>

>

21-0

7-20

16 1

6:03

8.

30.0

03

Dat

gel L

ab a

nd I

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itu T

ool


SURFACE RL:

DATUM:



PAGE: 1 OF 1


LOGGED BY: BE

DATE: 28-6-16




BOREHOLE NO: BH912

H

VSt

0.18m

0.70m

2.00m

FILL - TOPSOIL

CONTROLLED FILL

RESIDUAL SOIL

E

CL

CL

CH

M <

wP

M >

wP

U50

0.36m

U500.65m

U50

1.10m

0.20m

0.50m

0.90m





HP 550

HP >600

HP 350

HP 230

HP 200

Not

Enc

ount

ered

Field Test





Field Tests



ME

TH

OD

CLA

SS

IFIC

AT

ION

SY

MB

OL

Tes

t Typ

e

MO

IST

UR

EC

ON

DIT

ION

CO

NS

IST

EN

CY

DE

NS

ITY

Water

WA

TE

R


Strata Changes

RL(m)

GR

AP

HIC

LOGDEPTH

(m)

0.5

1.0

1.5

2.0

SAMPLES

Water Level


Water Inflow

Water Outflow






B Bulk Sample



Density

LEGEND:

Res

ult



<2525 - 5050 - 100100 - 200200 - 400>400

QT

LIB

1.1

.GLB

Lo

g N

ON

-CO

RE

D B

OR

EH

OLE

- T

ES

T P

IT

NE

W15

P-0

051B

LO

GS

.GP

J <

<D

raw

ingF

ile>

>

21-0

7-20

16 1

6:03

8.

30.0

03

Dat

gel L

ab a

nd I

n S

itu T

ool


SURFACE RL:

DATUM:



PAGE: 1 OF 1


LOGGED BY: BE

DATE: 28-6-16




BOREHOLE NO: BH913

H

VSt

0.20m

0.70m

2.00m

FILL - TOPSOIL

CONTROLLED FILL

RESIDUAL SOIL

E

CL

CL

CH

M <

wP

M >

wP

U500.32m

D0.60m

U50

1.00m

0.20m

0.50m

0.80m





HP 300

HP 290

HP 280

HP 340

Not

Enc

ount

ered

Field Test





Field Tests



ME

TH

OD

CLA

SS

IFIC

AT

ION

SY

MB

OL

Tes

t Typ

e

MO

IST

UR

EC

ON

DIT

ION

CO

NS

IST

EN

CY

DE

NS

ITY

Water

WA

TE

R


Strata Changes

RL(m)

GR

AP

HIC

LOGDEPTH

(m)

0.5

1.0

1.5

2.0

SAMPLES

Water Level


Water Inflow

Water Outflow






B Bulk Sample



Density

LEGEND:

Res

ult



<2525 - 5050 - 100100 - 200200 - 400>400

QT

LIB

1.1

.GLB

Lo

g N

ON

-CO

RE

D B

OR

EH

OLE

- T

ES

T P

IT

NE

W15

P-0

051B

LO

GS

.GP

J <

<D

raw

ingF

ile>

>

21-0

7-20

16 1

6:03

8.

30.0

03

Dat

gel L

ab a

nd I

n S

itu T

ool


SURFACE RL:

DATUM:



PAGE: 1 OF 1


LOGGED BY: BE

DATE: 28-6-16




BOREHOLE NO: BH914

H

VSt

0.20m

0.70m

2.00m

FILL - TOPSOIL

CONTROLLED FILL

RESIDUAL SOIL

E

CL

CL

CH

M <

wP

M >

wP

D

0.20m

U50

0.50m

U50

1.50m

0.30m

1.30m





HP >600

HP 230

HP 230

HP 320

Not

Enc

ount

ered

Field Test





Field Tests



ME

TH

OD

CLA

SS

IFIC

AT

ION

SY

MB

OL

Tes

t Typ

e

MO

IST

UR

EC

ON

DIT

ION

CO

NS

IST

EN

CY

DE

NS

ITY

Water

WA

TE

R


Strata Changes

RL(m)

GR

AP

HIC

LOGDEPTH

(m)

0.5

1.0

1.5

2.0

SAMPLES

Water Level


Water Inflow

Water Outflow






B Bulk Sample



Density

LEGEND:

Res

ult



<2525 - 5050 - 100100 - 200200 - 400>400

QT

LIB

1.1

.GLB

Lo

g N

ON

-CO

RE

D B

OR

EH

OLE

- T

ES

T P

IT

NE

W15

P-0

051B

LO

GS

.GP

J <

<D

raw

ingF

ile>

>

21-0

7-20

16 1

6:03

8.

30.0

03

Dat

gel L

ab a

nd I

n S

itu T

ool


SURFACE RL:

DATUM:



PAGE: 1 OF 1


LOGGED BY: BE

DATE: 28-6-16




BOREHOLE NO: BH915

H

VSt

0.15m

0.70m

2.00m

FILL - TOPSOIL

CONTROLLED FILL

RESIDUAL SOIL

E

CL

CL

CH

M <

wP

M >

wP

U500.35m

D

0.60m

U50

1.00m

0.20m

0.40m

0.80m





HP >600

HP >600

HP 280

HP 240

HP 230

Not

Enc

ount

ered

Field Test





Field Tests



ME

TH

OD

CLA

SS

IFIC

AT

ION

SY

MB

OL

Tes

t Typ

e

MO

IST

UR

EC

ON

DIT

ION

CO

NS

IST

EN

CY

DE

NS

ITY

Water

WA

TE

R


Strata Changes

RL(m)

GR

AP

HIC

LOGDEPTH

(m)

0.5

1.0

1.5

2.0

SAMPLES

Water Level


Water Inflow

Water Outflow






B Bulk Sample



Density

LEGEND:

Res

ult



<2525 - 5050 - 100100 - 200200 - 400>400

QT

LIB

1.1

.GLB

Lo

g N

ON

-CO

RE

D B

OR

EH

OLE

- T

ES

T P

IT

NE

W15

P-0

051B

LO

GS

.GP

J <

<D

raw

ingF

ile>

>

21-0

7-20

16 1

6:03

8.

30.0

03

Dat

gel L

ab a

nd I

n S

itu T

ool


SURFACE RL:

DATUM:



PAGE: 1 OF 1


LOGGED BY: BE

DATE: 28-6-16




BOREHOLE NO: BH916

H

VSt

0.10m

0.70m

2.00m

FILL - TOPSOIL

CONTROLLED FILL

RESIDUAL SOIL

E

CL

CL

CH

M <

wP

M >

wP

DU50

0.50m

U50

1.30m

0.30m

1.10m





HP >600

HP 240

HP 230

Not

Enc

ount

ered

Field Test





Field Tests



ME

TH

OD

CLA

SS

IFIC

AT

ION

SY

MB

OL

Tes

t Typ

e

MO

IST

UR

EC

ON

DIT

ION

CO

NS

IST

EN

CY

DE

NS

ITY

Water

WA

TE

R


Strata Changes

RL(m)

GR

AP

HIC

LOGDEPTH

(m)

0.5

1.0

1.5

2.0

SAMPLES

Water Level


Water Inflow

Water Outflow






B Bulk Sample



Density

LEGEND:

Res

ult



<2525 - 5050 - 100100 - 200200 - 400>400

QT

LIB

1.1

.GLB

Lo

g N

ON

-CO

RE

D B

OR

EH

OLE

- T

ES

T P

IT

NE

W15

P-0

051B

LO

GS

.GP

J <

<D

raw

ingF

ile>

>

21-0

7-20

16 1

6:03

8.

30.0

03

Dat

gel L

ab a

nd I

n S

itu T

ool


SURFACE RL:

DATUM:



PAGE: 1 OF 1


LOGGED BY: BE

DATE: 28-6-16




BOREHOLE NO: BH917

H

VSt

0.10m

0.60m

2.00m

FILL - TOPSOIL

CONTROLLED FILL

RESIDUAL SOIL

E

CL

CL

CH

M <

wP

M >

wP

U50

0.40m

U50

1.10m

0.20m

0.80m


FILL: Gravelly Sandy CLAY - low to mediumplasticity, grey-brown, fine to medium grained sand,fine to coarse grained gravel, sub-angular to angular,trace cobbles.



HP >600

HP >600

HP 250

HP 230

Not

Enc

ount

ered

Field Test





Field Tests



ME

TH

OD

CLA

SS

IFIC

AT

ION

SY

MB

OL

Tes

t Typ

e

MO

IST

UR

EC

ON

DIT

ION

CO

NS

IST

EN

CY

DE

NS

ITY

Water

WA

TE

R


Strata Changes

RL(m)

GR

AP

HIC

LOGDEPTH

(m)

0.5

1.0

1.5

2.0

SAMPLES

Water Level


Water Inflow

Water Outflow






B Bulk Sample



Density

LEGEND:

Res

ult



<2525 - 5050 - 100100 - 200200 - 400>400

QT

LIB

1.1

.GLB

Lo

g N

ON

-CO

RE

D B

OR

EH

OLE

- T

ES

T P

IT

NE

W15

P-0

051B

LO

GS

.GP

J <

<D

raw

ingF

ile>

>

21-0

7-20

16 1

6:03

8.

30.0

03

Dat

gel L

ab a

nd I

n S

itu T

ool


SURFACE RL:

DATUM:



PAGE: 1 OF 1


LOGGED BY: BE

DATE: 28-6-16




BOREHOLE NO: BH918

APPENDIX B:

Results of Laboratory Testing

28/06/2016Date Sampled:On-SiteSource:

Sample Details

NEW16W-1763--S01Sample ID:

AS1289.1.2.1 cl 6.5Sampling Method:

ClayMaterial:No SpecificationSpecification:Racecourse Road, RutherfordProject Location:

-Lot. No

-Client Sample ID:

-TRNBH901 - (0.30 - 0.48m)Sample Location:

Test Results

1815

Four Point33NoNoNo

2508.5

Dry SievedAir-dried

ResultSample History AS 1289.1.1

MethodDescription Limits

Preparation AS 1289.1.1 Linear Shrinkage (%) AS 1289.3.4.1Mould Length (mm)CrumblingCurlingCrackingLiquid Limit (%) AS 1289.3.1.1MethodPlastic Limit (%) AS 1289.3.2.1Plasticity Index (%) AS 1289.3.3.1

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

19/07/2016

Material Test Report

Report No: MAT:NEW16W-1763--S01

Issue No: 1

Client:

Date of Issue:

NATA Accredited Laboratory Number: 18686

Approved Signatory: Dane Cullen

(Senior Geotechnician)Project Name: Proposed Subdivision - Heritage Parc (Stage 9)

F: 02 4960 9775

QUALTEST Laboratory (NSW) Pty Ltd (20708)

T: 02 4968 4468

E: [email protected]: www.qualtest.com.auABN: 98 153 268 896

8 Ironbark Close Warabrook NSW 2304

Project No.: NEW15P-0051B

Principal:

C/- McCloy GroupSuite 1, Level 3, 426 King Street, Newcastle West NSW


Page 1 of 1© 2000-2013 QESTLab by SpectraQEST.comForm No: 18909, Report No: MAT:NEW16W-1763--S01

N/A

Comments

Sample DetailsSample ID: NEW16W-1763--S02 Client Sample ID: -

Test Request No.: - Sampling Method: AS1289.1.2.1 cl 6.5

Material: Clay Date Sampled: 28/06/2016

Source: On-Site Date Submitted: 30/06/2016

Specification: No Specification

Project Location: Racecourse Road, Rutherford

Sample Location: BH901 - (0.90 - 1.10m)

Borehole Number: BH901

Borehole Depth (m): 0.90 - 1.10

Shrink Test AS 1289.7.1.1Shrink on drying (%): 1.0

Shrinkage Moisture Content (%): 11.0

Est. inert material (%): 5%

Crumbling during shrinkage: Nil

Cracking during shrinkage: Minor

Swell Test AS 1289.7.1.1Swell on Saturation (%): -0.9

Moisture Content before (%): 11.4

Moisture Content after (%): 21.9

Est. Unc. Comp. Strength before (kPa): >600

Est. Unc. Comp. Strength after (kPa): 450

Shrink Swell

Shrink Swell Index - Iss (%): 0.5


19/07/2016

Shrink Swell Index Report

Report No: SSI:NEW16W-1763--S02

Issue No: 1

Client:

Date of Issue:




F: 02 4960 9775


T: 02 4968 4468




Principal:



Page 1 of 1Form No: 18932, Report No: SSI:NEW16W-1763--S02 © 2000-2013 QESTLab by SpectraQEST.com

Comments









Borehole Depth (m): 0.50 - 0.80m



Est. inert material (%): 2








Shrink Swell



19/07/2016



Issue No: 2

Client:

Date of Issue:



(Senior Geotechnician)

This report replaces all previous issues of report no 'SSI:NEW16W-1763--S03'.

Project Name: Proposed Subdivision - Heritage Parc (Stage 9)

F: 02 4960 9775


T: 02 4968 4468




Principal:




Comments














Cracking during shrinkage: Nil

Swell Test AS 1289.7.1.1Swell on Saturation (%): 2.8



Est. Unc. Comp. Strength before (kPa): 220


Shrink Swell



19/07/2016



Issue No: 1

Client:

Date of Issue:




F: 02 4960 9775


T: 02 4968 4468




Principal:




Comments


Sample Details




-Lot. No

-Client Sample ID:


Test Results

1518

Four Point33

YesNoNo

2507.0

Dry SievedAir-dried





19/07/2016



Issue No: 1

Client:

Date of Issue:




F: 02 4960 9775


T: 02 4968 4468




Principal:




N/A

Comments












Est. inert material (%): 15 - 20%








Shrink Swell



19/07/2016



Issue No: 1

Client:

Date of Issue:




F: 02 4960 9775


T: 02 4968 4468




Principal:




Comments


Sample Details




-Lot. No

-Client Sample ID:


Test Results

1917

Four Point36

YesNoNo

2508.0

Dry SievedAir-dried





19/07/2016



Issue No: 1

Client:

Date of Issue:




F: 02 4960 9775


T: 02 4968 4468




Principal:




N/A

Comments














Cracking during shrinkage: Moderate






Shrink Swell



19/07/2016



Issue No: 1

Client:

Date of Issue:




F: 02 4960 9775


T: 02 4968 4468




Principal:




Comments












Est. inert material (%): 20 - 25%

Crumbling during shrinkage: Major

Cracking during shrinkage: Major






Shrink Swell



19/07/2016



Issue No: 1

Client:

Date of Issue:




F: 02 4960 9775


T: 02 4968 4468




Principal:




Comments


Sample Details




-Lot. No

-Client Sample ID:


Test Results

1517

Four Point32

YesNoNo

2507.0

Dry SievedAir-dried





19/07/2016



Issue No: 1

Client:

Date of Issue:




F: 02 4960 9775


T: 02 4968 4468




Principal:




N/A

Comments


Sample Details




-Lot. No

-Client Sample ID:


Test Results

1720

Four Point37NoNoNo

2508.5

Dry SievedAir-dried





19/07/2016



Issue No: 1

Client:

Date of Issue:




F: 02 4960 9775


T: 02 4968 4468




Principal:




N/A

Comments









Borehole Depth (m): 0.80 to 1.00





Cracking during shrinkage: Moderate






Shrink Swell



20/07/2016



Issue No: 1

Client:

Date of Issue:


Approved Signatory: Adam Dwyer


F: 02 4960 9775


T: 02 4968 4468




Principal:




Comments


Sample Details




-Lot. No

-Client Sample ID:


Test Results

1619

Four Point35

YesNoNo

2506.0

Dry SievedAir-dried





19/07/2016



Issue No: 1

Client:

Date of Issue:




F: 02 4960 9775


T: 02 4968 4468




Principal:




N/A

Comments




















Shrink Swell



20/07/2016



Issue No: 1

Client:

Date of Issue:




F: 02 4960 9775


T: 02 4968 4468




Principal:




Comments


Sample Details




-Lot. No

-Client Sample ID:


Test Results

2417

Four Point41

YesNoNo

25010.5

Dry SievedAir-dried





19/07/2016



Issue No: 1

Client:

Date of Issue:




F: 02 4960 9775


T: 02 4968 4468




Principal:




N/A

Comments




















Shrink Swell



20/07/2016



Issue No: 1

Client:

Date of Issue:




F: 02 4960 9775


T: 02 4968 4468




Principal:




Comments


Sample Details




-Lot. No

-Client Sample ID:


Test Results

1917

Four Point36NoNoNo

2508.5

Dry SievedAir-dried





19/07/2016



Issue No: 1

Client:

Date of Issue:




F: 02 4960 9775


T: 02 4968 4468




Principal:




N/A

Comments




















Shrink Swell



20/07/2016



Issue No: 1

Client:

Date of Issue:




F: 02 4960 9775


T: 02 4968 4468




Principal:




Comments


Sample Details




-Lot. No

-Client Sample ID:


Test Results

2117

Four Point38

YesNoNo

2508.0

Dry SievedAir-dried





19/07/2016



Issue No: 1

Client:

Date of Issue:




F: 02 4960 9775


T: 02 4968 4468




Principal:




N/A

Comments




















Shrink Swell



20/07/2016



Issue No: 1

Client:

Date of Issue:




F: 02 4960 9775


T: 02 4968 4468




Principal:




Comments

APPENDIX C:

CSIRO Sheet BTF 18

Foundation Maintenance and Footing

Performance: A Homeowner’s Guide

Documents

Heritage Parc - Stage 9 Site Classification Site Regraded Lots · PROPOSED SUBDIVISION – HERITAGE PARC, STAGE 9 4 August 2016 6 NEW15P-0051B-AE 6.0 Site Classification to AS2870-2011