Seawide Pty Ltd Residential Subdivision, Vardanega ...…raised by between 0.6 and 2m. It is...

Seawide Pty Ltd

Residential Subdivision, Vardanega Development, Lot 13 and 201,

Seawide Estate, Ocean Drive, Lake Cathie

Geotechnical Site Classification Report

Report No. RGS20412.2-AB

15 December 2016

Regional Geotechnical Solutions Pty Ltd ABN 51141848820

5C/23 Clarence Street Port Macquarie NSW 2444

Ph. (02) 6553 5641

Email [email protected] Web: www.regionalgeotech.com.au

Manning-Great Lakes

Port Macquarie

Coffs Harbour

RGS20412.2-AB

15 December 2016

Vardanega Development C/o: Hopkins Consultants Pty Ltd PO Box 1556 PORT MACQUARIE NSW 2444

Attention: Michael Mowle

Dear Michael,

RE: Residential Subdivision, Vardanega Development, Lot 13 and 201, Seawide Estate,

Ocean Drive, Lake Cathie

Geotechnical Site Classification Report

As requested, Regional Geotechnical Solutions Pty Ltd (RGS) has undertaken a site classification in

accordance with AS2870-2011 Residential Slabs and Footings of 20 proposed residential lots at

Seawide Estate, Lot 4 DP 61526, Ocean Drive, Lake Cathie. The lot numbers comprise:

Lot 201 (Proposed Lot No’s 1 to 4)


Based on the profiles encountered at the time of the field investigations and on the basis that all fill

present in the fill platform in Lot 13 was placed under Level One Inspection and Testing as defined

in AS3798-2007, the lots present are classified as Class M (Moderately Reactive) or Class H1 (Highly

Reactive) in accordance with Australian Standard AS2870-2011.

If you have any questions regarding this project, or require any additional consultations, please

contact the undersigned.

For and on behalf of

Regional Geotechnical Solutions Pty Ltd

Tim Morris

Senior Engineering Geologist

mailto:[email protected]

http://www.regionalgeotech.com.au/

Regional Geotechnical Solutions

RGS20412.2-AB

15 December 2016

Table of Contents

1 INTRODUCTION ................................................................................................................................................ 1

2 FIELD WORK ...................................................................................................................................................... 1

3 LABORATORY TESTING .................................................................................................................................... 1

4 SITE CONDITIONS ............................................................................................................................................. 2

4.1 Surface Conditions ................................................................................................................................ 2

4.2 Subsurface Conditions .......................................................................................................................... 4

5 SITE CLASSIFICATION ....................................................................................................................................... 6

6 CONSTRUCTION AND SITE MAINTENANCE CONSIDERATIONS ................................................................ 7

7 LIMITATIONS ...................................................................................................................................................... 8

Figures

Figure 1 Investigation Location Plan – Lot 210

Figure 2 Investigation Location Plan – Lot 13

Appendices

Appendix A Results of Field Investigations

Appendix B Results of Laboratory Testing

Regional Geotechnical Solutions Page 1

RGS20412.2-AB

3 February 2016

1 INTRODUCTION

As requested, Regional Geotechnical Solutions Pty Ltd (RGS) has undertaken a site classification in

accordance with AS2870-2011 Residential Slabs and Footings of the 20 proposed residential lots at

the Vardanega development, Seawide Estate, Ocean Drive, Lake Cathie.

The lot numbers comprise:

Lot 201 (Porposed Lot No.’s 1 to 4)


The residential lots in Lot 13 have been modified by significant regrading works comprising

placement of up to 1.0m of site won clay. It is understood that the filling was undertaken under

Level 1 inspection and testing as defined in AS3798-2007 Douglas – CMG Pty Ltd as detailed in their

Level 1 Testing and Inspections of Filling Report, (Project P15117), dated 1 November 2016.

RGS has previously provided preliminary site classification, geotechnical advice for placement of

lot fill and pavement design (Report RGS20412.1-AB) for the site.

2 FIELD WORK

Field work for the assessment was undertaken on 12 September 2016 based on the supplied

drawing titled “General Layout”. Fieldwork included:

Observation of site features and surrounding features relevant to the geotechnical

conditions of the site;

12 boreholes undertaken by a 4WD mounted drill rig, logged and sampled by a

Geotechnical Engineer; and

U50 tube samples collected from soil horizons considered representative of cohesive soil

profiles.

Engineering logs of the boreholes are presented in Appendix A. The locations of the boreholes are

shown on Figure 1 and 2. They were obtained on site by measurement relative to lot boundaries

which were pegged at the time of investigation.

3 LABORATORY TESTING

Samples considered representative of foundation soils were submitted to a NATA accredited

laboratory for the measurement of soil volume change over an extreme range of moisture content

(shrink / swell index) on eight U50 samples. Results are presented in Appendix B and summarised in

Table 1.


RGS20412.2-AB

3 February 2016

Table1 - Laboratory Testing Summary

Location Depth (m) Lot Material Shrink

(%)

Swell

(%)

Iss

(%)

Plasticity

Index

Linear

Shrinkage

BH2 0.5 – 0.9 201 Residual – Clay

(Orange/red) 4.1 -1.6 2.3 -- --

BH3 0.5 – 0.8 137 / 138 Fill – Clay 2.3 0.5 1.4 -- --

BH4 0.75 – 1.15 139 / 140 Fill – Clay -- -- -- 44 16.5

BH6 0.5 – 0.85 142 / 143 Fill – Clay 3.1 0.0 1.7 -- --

BH7 0.3 – 0.5 144 / 145 Fill – Clay 2.6 0.8 1.7 -- --

BH8 0.6 – 0.85 146 / 147 Fill – Clay 2.8 0.8 1.8 -- --

BH11 0.75 – 1.0 151 / 152 EW Dolerite – Clay 3.9 1.4 2.6 -- --

BH12 1.0 – 1.4 137 / 152 Residual – Clay

(Yellow) 9.7 5.7 7.0 -- --

4 SITE CONDITIONS

4.1 Surface Conditions

Lot 13 is located in an area of gently to moderately undulating topography on the slopes of a low

saddle that is up to about 13m AHD in elevation and is situated behind Rainbow Beach. Natural

surface elevations prior to filling works ranged from 10.5m AHD in the north corner to about 13m

AHD in the eastern corner. Surface slopes were convex with surface slope angles of approximately

2°. Surface elevations following the completion of bulk earthworks range from approximately 12.5

to 13.5m AHD and the finished surface grades gently to the north.

It is understood that filling works were undertaken under Level One earthworks monitoring and

testing in accordance with AS3798-2007 by Douglas – CMG Pty Ltd as detailed in their Level 1

Testing and Inspections of Filling Report, (Project P15117), dated 1 November 2016. The inferred

extent of Controlled Fill is shown on Figure 2.

Lot 201 is situated on the north facing lower slopes of a low hill. Natural surface elevations prior to

cut ranged from 17 to 19.5mAHD. Surface slopes were convex with surface slope angles of

approximately 3°. Surface elevations following the completion of bulk cut range from

approximately 16.4 and 18.5m AHD and the finished surface grades gently to the north.

An image of the site taken from the NSW Department of Property Information website is

reproduced below.


RGS20412.2-AB

3 February 2016

2012 Satellite image prior to commencement of bulk earthworks. Approximate

boundaries of Lot 201 and 13 outlined in red, Seawide Estate, Lake Cathie.

Surrounding developments include the coastal village of Lake Cathie to the north west, Ocean

Drive to north and cleared land that is being regraded for residential developments to the south.

Thick vegetation is present to the east of the site at the rear of Rainbow Beach. Middle Rock is an

area of dolerite outcrop situated on Rainbow Beach to the east.

Drainage of the site is via a combination of overland flow to the constructed drainage systems and

surface infiltration.

A selection of images of the site is presented below.

11/2/2016 – High plasticity yellow clay soils

exposed at subgrade level in Road 3, southern

boundary of Lot 13.

9/2/2016 – Mixed clay fill material being placed

in Lot 13.

Lot 201

Lot 13


RGS20412.2-AB

3 February 2016

9/2/2016 – Residual orange/red clay soils

exposed following stripping in vicinity of Lot

201.

7/ 9/ 2016 – Looking south west across Lot 201

following completion of bulk earthworks and

surfacing with topsoil.

4.2 Subsurface Conditions

The site is situated in an area underlain by undifferentiated rocks of the Watonga Formation which

can include slate, chert, mudstone, and also by the intrusive Karikeree Meta-dolerite. Quaternary

sediments are present to the east, behind Rainbow Beach.

RGS has previously undertaken a geotechnical assessment of the site, refer Report RGS20412.1-AB.

Site observations, investigations and laboratory testing results indicated two distinct geological

profiles on the site that were associated with topographical features. On this basis the site was

been divided into two geotechnical terrains comprising:

Terrain A (Upper Slopes) - Encountered on the broad ridge crest and upper to middle ridge

slopes in the south of the site, the soil profile typically consisted of moderately reactive

residual orange clay soils that were grading from approximately 1m into extremely

weathered siltstone clays soils.

Terrain AB (Lower Slopes) Encountered on the lower eastern and northern slopes of the main

ridge. The profile typically consisted of highly reactive residual yellow clays that graded from

approximately 1 to 1.5m into extremely to highly weathered dolerite rock.

The existing and finished surface contours shown on the supplied drawing indicate Lot 13 has been

raised by between 0.6 and 2m. It is understood that this filling was undertaken under Level One

earthworks monitoring and testing in accordance with AS3798-2007 by Douglas – CMG Pty Ltd. The

fill is understood to have comprised site won material, including excess material from the

stormwater basin excavation to the north of the site. Previous testing (Refer Report RGS20412.1-AB)

on a recompacted sample of the excavated stormwater basin material showed it had a shrink /

swell index of 1.4.

The boreholes encountered a variable soil profile as summarised in Tables 2 and 3.


RGS20412.2-AB

3 February 2016

Table 2: Summary of Geotechnical Units

Geotechnical

Unit

Material Material Description

UNIT 1A TOPSOIL/ FILL

(UNCONTROLLED)

Clayey SILT, dark brown/ brown, with organic fragments

UNIT 1B CLAY FILL

(CONTROLLED)

CLAY to Silty CLAY, medium to high plasticity, red/pale brown/orange

fine to medium sand, trace to some gravel, fine to medium,

subrounded. Variable materials with variable properties.

UNIT 2A RESIDUAL

(RED)

CLAY, medium to high plasticity, red, trace orange, trace to some

Gravel, fine to medium, subrounded ironstone, stiff to very stiff / friable.

Typically grading to EW Siltstone

UNIT 2B RESIDUAL

(YELLOW)

CLAY to Silty CLAY, medium to high plasticity, yellow/ pale brown/

orange, firm to stiff. Typically grading to EW Dolerite with depth.

UNIT 3 EW SILTSTONE Extremely Weathered SILTSTONE as Silty CLAY, medium plasticity, pale

grey /pale brown with orange/red mottling, very stiff to hard. Some

rock fabric and iron oxide alteration.

UNIT 4 EW DOLERITE Extremely Weathered Dolerite as Silty CLAY, medium plasticity, pale

brown/green/pale grey, with foliated rock fabric, very stiff/ hard,

grading to weathered dolerite rock.


RGS20412.2-AB

3 February 2016

Table 3: Summary of Subsurface Conditions (Depths in m)

BH Lot (s)

Depth to Base of Material Layer (m)

Unit 1A

Topsoil/Fill

Unit 1B

Controlled

Fill

Unit 2A

Residual

(red)

Unit 2B

Residual

(yellow)

Unit 3

EW

Siltstone

Unit 4

EW

Dolerite

BH1 201 0.05 -- 0.65 1.10 -- ≥ 1.5

BH2 201 0.2 -- 0.9 ≥ 1.5 --

BH3 137 / 138 0.2 0.45 -- 1.0 -- ≥ 1.5

BH4 139 / 140 0.15 1.1 -- ≥ 1.5 -- --

BH5 141 / 142 0.15 ≥ 1.5 -- -- -- --

BH6 142 / 143 0.15 1.3 -- ≥ 1.5 -- --

BH7 144 / 145 0.2 ≥ 1.5 -- -- -- --

BH8 146 / 147 0.15 1.35 -- ≥ 1.5 -- --

BH9 148 / 149 0.2 0.8 -- ≥ 1.5 -- --

BH10 150 / 151 0.2 0.6 -- 0.8 -- ≥ 1.5

BH11 151 / 152 0.2 0.7 -- 0.9 -- ≥ 1.5

BH12 137 / 152 0.2 0.8 -- ≥ 1.5 -- --

Notes: -- Material not encountered in borehole

≥ Base of material layer not encountered

Groundwater was not encountered in any of the boreholes. It should be noted that fluctuations in

groundwater levels can occur as a result of seasonal variations, temperature, rainfall and other

similar factors, the influence of which may not have been apparent at the time of the assessment.

5 SITE CLASSIFICATION

The site classification presented herein is provided on the basis that the performance expectations

of AS2870-2011 are acceptable. In assessing the estimated characteristic surface movement (ys)

values the following has been adopted:

All clay fill of > 0.4m thickness was placed under Level 1 Inspection and Testing as defined in

AS3798-2007, and can therefore be considered as Controlled Fill;

Suction change at ground surface of pf 1.2;

Depth of suction change of 1.5m;

Characteristic Iss for residual orange/ red clay of 2.3;

Characteristic Iss for residual yellow clay of 7;

Characteristic Iss for extremely weathered dolerite clay soils of 2.6;

Characteristic Iss for grey/brown clay fill (from stormwater basin) of between 1.4 and 1.8;

Characteristic Iss for site won red clay fill of 2.3.


RGS20412.2-AB

3 February 2016

The site classification presented herein is provided on the basis that the performance expectations

of AS2870-2011 are acceptable.

Based on the existing profiles encountered at the time of the field investigations, the building areas

within the lots would be considered Class M (Moderately Reactive) or Class H1 (Highly Reactive) as

per AS2870-2011.

The site classifications and expected shrink-swell related characteristic free surface movements

estimated for the profiles encountered during the field investigations for the building areas in each

lot within the subdivision are summarised below in Table 4.

Table 4 – Expected Surface Movement Summary

Lots Site Classification Expected Surface Movement

(mm)

Lot 13

141, 142, 143, 144, 145,

146 and 147 M 30 - 40mm

137, 138, 139, 140, 148,

149, 150, 151, 152 H1 40 – 60mm

Lot 201

Lots 1, 2 H1 40 – 60mm

Lots 3, 4 M 30 – 40mm

If further site regrading works are undertaken at the site, reclassification may be required once final

cut and fill depths and fill material types are known.

6 CONSTRUCTION AND SITE MAINTENANCE CONSIDERATIONS

All structural footings should be founded as follows:

All footings should be founded in controlled clay fill or residual soils, below all topsoil and

uncontrolled fill materials;

Footings can be designed on the basis of a maximum allowable base bearing pressure of

100kPa for footings founded within the controlled clay fill or residual soils of at least very stiff

strength;

All footings, edge beams and internal beams should be entirely founded on similar material

and outside or below the zones of influence resulting from existing or future service trenches

and other subsurface structures;

The soils in the area are prone to fretting and softening on exposure to air and water. It is

therefore recommended that concrete be poured as soon as possible after footing


RGS20412.2-AB

3 February 2016

excavation. In the event that wet weather occurs prior to pouring of concrete, the base of

footing excavations should be checked for the presence of loose or softened material,

which should be removed prior to pouring concrete;

Prior to the placement of concrete we recommend that footings be observed and assessed

by a suitably experienced geotechnical engineer to assess that the correct founding

material has been achieved.

Site maintenance must comply with the recommendations and advice provided in CSIRO Sheet

BTF18 “Foundation Maintenance and Footing Performance: A Homeowners Guide “a copy of

which is which is available from the CSIRO website http://www.publish.csiro.au/pid/7076.htm

Shrink/swell related movements can be affected by alterations to the soil profile by cutting and

filling, and by the suction related effects of trees close to the building area. The effects of any such

cutting, filling, tree planting, or tree removal should be taken into account when selecting design

values for differential movement across the building.

7 LIMITATIONS

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

were obtained using normal, industry accepted geotechnical design practises and standards. To

our knowledge, they represent a reasonable interpretation of the general condition of the site.

Under no circumstances, however, can it be considered that these findings represent the actual

state of the site at all points. Should conditions that differ from those described in this report be

encountered during future site usage, further advice should be sought.

This report alone should not be used by contractors as the basis for preparation of tender

documents or project estimates. Contractors using this report as a basis for preparation of tender

documents should avail themselves of all relevant background information regarding the site

before deciding on selection of construction materials and equipment.

If you have any questions regarding this project, or require any additional consultations, please

contact the undersigned.

For and on behalf of

Regional Geotechnical Solutions Pty Ltd

Tim Morris

Senior Engineering Geologist

http://www.publish.csiro.au/pid/7076.htm


RGS20412.2-AB

3 February 2016

Figure

Based on supplied drawing titled "Subdivsion of Lot 201"

Client Job No.

Project: Drawn By:

Date:

Title: Drawing No.

VARDANEGA DEVELOPMENT (LOT 201)

HOPKINS CONSULTANTS

SEAWIDE ESTATE, LAKE CATHIE

INVESTIGATION LOCATION PLAN

RGS20412.2

TLM

14-Dec-16

Figure 1

Legend

Borehole Location

BH1BH2

Refer Geotechnical Site Classification Report RGS20412.1-

AC for adjoining lots

Based on supplied drawing titled "Vardanega Lot Subdivision"

Client Job No.

Project: Drawn By:

Date:

Title: Drawing No. INVESTIGATION LOCATION PLAN Figure 2

HOPKINS CONSULTANTS RGS20412.2-AB

VARDANEGA DEVELOPMENT (LOT 13) CN

SEAWIDE ESTATE, LAKE CATHIE 20-Sep-16

Legend

Borehole Location

Lot 13 has been modified by filling works - refer Douglas CMG

Level 1 Report

BH7

BH8

BH9

BH10

BH11

BH12

BH3

BH4

BH5

BH6


RGS20412.2-AB

3 February 2016

Appendix A

Results of Field Investigations

0.05m

0.65m

1.10m

1.50m

FILL: Clayey SILT, low plasticity, grey, dark brown,trace fine gravel

Sandy CLAY: Medium to high plasticity, red,somefine to medium subrounded gravel with iron oxidestain

CLAY: Medium to high plasticity, palebrown/yellow/grey, trace fine gravel

Silty CLAY: Medium plasticity, palegrey/green/yellow/orange, silt of low plasticity

Hole Terminated at 1.50 m

Fb

VSt -H

St

St -VSt

ML

CH

CH

CI

M <

wP

M <

wP

M >

wP

M ~

wP

FILL/TOPSOIL

RESIDUAL

HPP = 350->600 kPa

RESIDUAL

HPP = 80-110kpa

EXTREMELY WEATHEREDDOLERITE

HPP = 110kpa

AD

TC

Not

Enc

ount

ered

Field Tests

Notes, Samples and Tests

Tes

t T

ype

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

Water Level

(Date and time shown)

Water Inflow

Water Outflow

VS Very SoftS SoftF FirmSt Stiff

VSt Very StiffH HardFb Friable

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%

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

Density

LEGEND:

Res

ult

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

Drilling and Sampling

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

CO

NS

IST

EN

CY

DE

NS

ITY

CLA

SS

IFIC

AT

ION

SY

MB

OL

MO

IST

UR

EC

ON

DIT

ION

Structure and additionalobservationsSAMPLES

U50 50mm Diameter tube sampleCBR Bulk sample for CBR testing

E Environmental sampleASS Acid Sulfate Soil Sample

B Bulk Sample

ME

TH

OD

RG

LIB

1.0

4.3.

GLB

Log

RG

NO

N-C

OR

ED

BO

RE

HO

LE -

TE

ST

PIT

RG

S20

412.

2 B

H1-

12 D

RA

FT

.GP

J <

<D

raw

ingF

ile>

> 1

4/12

/201

6 12

:49

8.3

0.00

4 D

atge

l Lab

and

In S

itu T

ool

ENGINEERING LOG - BOREHOLE BOREHOLE NO:

CLIENT: Hopkins Consultants

PROJECT NAME: Vardanega Development, Seawide Estate

SITE LOCATION: Ocean Drive, Lake Cathie

TEST LOCATION: Lot 201

BH1

SURFACE RL:

DATUM: AHD

EASTING:

NORTHING:

DRILL TYPE: 4WD Mounted Drill Rig

BOREHOLE DIAMETER: 100 mm INCLINATION: 90°

PAGE: 1 of 1

JOB NO: RGS20412.2

LOGGED BY: CN

DATE: 12/9/16

0.50m

0.20m

0.90m

1.50m

FILL: Clayey SILT, low plasticity, dark brown, grey,clay of low plasticity, trace fine gravel

CLAY: Medium to high plasticity, red, trace finegravel

Silty CLAY: Medium plasticity, palebrown/orange/pale grey/red, trace fine to mediumgravel with iron oxide staining


Fb

VSt

VSt /Fb

ML

CH

CI

M ~

wP

M ~

wP

FILL/TOPSOIL

RESIDUAL

EXTREMELY WEATHEREDSILTSTONE

HPP = 320-380kpa

U50

0.90m

AD

TC

Not

Enc

ount

ered

Field Tests


Tes

t T

ype

Water

WA

TE

R


Strata Changes

RL(m)

GR

AP

HIC

LOGDEPTH

(m)

0.5

1.0

1.5

Water Level


Water Inflow

Water Outflow





Field Test





Density

LEGEND:

Res

ult



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

CO

NS

IST

EN

CY

DE

NS

ITY

CLA

SS

IFIC

AT

ION

SY

MB

OL

MO

IST

UR

EC

ON

DIT

ION




B Bulk Sample

ME

TH

OD

RG

LIB

1.0

4.3.

GLB

Log

RG

NO

N-C

OR

ED

BO

RE

HO

LE -

TE

ST

PIT

RG

S20

412.

2 B

H1-

12 D

RA

FT

.GP

J <

<D

raw

ingF

ile>

> 1

4/12

/201

6 12

:49

8.3

0.00

4 D

atge

l Lab

and

In S

itu T

ool





TEST LOCATION: Lot 201

BH2

SURFACE RL:

DATUM: AHD

EASTING:

NORTHING:



PAGE: 1 of 1

JOB NO: RGS20412.2

LOGGED BY: CN

DATE: 12/9/16

0.50m

0.20m

0.45m

1.00m

1.50m

FILL: Clayey SILT, low plasticity, grey/dark brown

FILL: CLAY, medium to high plasticity, red, tracefine gravel

Becoming grey

FILL: CLAY, high plasticity, palebrown/orange/yellow, trace fine gravel

Silty CLAY: Medium plasticity, palebrown/yellow/pale grey/green, silt of low plasticity


Fb

St - Fb

St -VSt

St

ML

CH

CH

CI

M <

wP

M ~

wP

M >

wP

FILL/TOPSOIL

FILL

FILL

HPP = 110kpa

HPP = >600kpa


HPP = 110kpa

U50

0.80m

AD

TC

Not

Enc

ount

ered

Field Tests


Tes

t T

ype

Water

WA

TE

R


Strata Changes

RL(m)

GR

AP

HIC

LOGDEPTH

(m)

0.5

1.0

1.5

Water Level


Water Inflow

Water Outflow





Field Test





Density

LEGEND:

Res

ult



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

CO

NS

IST

EN

CY

DE

NS

ITY

CLA

SS

IFIC

AT

ION

SY

MB

OL

MO

IST

UR

EC

ON

DIT

ION




B Bulk Sample

ME

TH

OD

RG

LIB

1.0

4.3.

GLB

Log

RG

NO

N-C

OR

ED

BO

RE

HO

LE -

TE

ST

PIT

RG

S20

412.

2 B

H1-

12 D

RA

FT

.GP

J <

<D

raw

ingF

ile>

> 1

4/12

/201

6 12

:49

8.3

0.00

4 D

atge

l Lab

and

In S

itu T

ool





TEST LOCATION: Lot 137/138

BH3

SURFACE RL:

DATUM: AHD

EASTING:

NORTHING:



PAGE: 1 of 1

JOB NO: RGS20412.2

LOGGED BY: CN

DATE: 12/9/16

0.75m

0.15m

0.60m

1.10m

1.50m

FILL: Clayey SILT, low plasticity, grey, dark brown,clay of low plasticity, trace fine gravel

FILL: CLAY, medium to high plasticity, red, tracepale brown/orange, trace fine to medium gravel withiron oxide stain

FILL: CLAY, high plasticity, palebrown/grey/yellow/pale grey, trace fine gravel

CLAY: High plasticity, yellow/green/grey


Fb

VSt

St -VSt

F - St

ML

CH

CH

CH

M <

wP

M ~

wP

M >

wP

M >

wP

FILL/TOPSOIL

FILL

HPP = 220-280kpa

HPP = 110kpa

RESIDUAL

HPP = >600kpa

HPP = 60-80kpa

U50

1.15m

AD

TC

Not

Enc

ount

ered

Field Tests


Tes

t T

ype

Water

WA

TE

R


Strata Changes

RL(m)

GR

AP

HIC

LOGDEPTH

(m)

0.5

1.0

1.5

Water Level


Water Inflow

Water Outflow





Field Test





Density

LEGEND:

Res

ult



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

CO

NS

IST

EN

CY

DE

NS

ITY

CLA

SS

IFIC

AT

ION

SY

MB

OL

MO

IST

UR

EC

ON

DIT

ION




B Bulk Sample

ME

TH

OD

RG

LIB

1.0

4.3.

GLB

Log

RG

NO

N-C

OR

ED

BO

RE

HO

LE -

TE

ST

PIT

RG

S20

412.

2 B

H1-

12 D

RA

FT

.GP

J <

<D

raw

ingF

ile>

> 1

4/12

/201

6 12

:49

8.3

0.00

4 D

atge

l Lab

and

In S

itu T

ool






BH4

SURFACE RL:

DATUM: AHD

EASTING:

NORTHING:



PAGE: 1 of 1

JOB NO: RGS20412.2

LOGGED BY: CN

DATE: 12/9/16

0.15m

0.30m

1.00m

1.35m

1.50m


FILL: Silty CLAY, medium to high plasticity, red/palebrown/orange/yellow, trace fine gravel

FILL: Silty CLAY, medium plasticity, pale grey/palebrown

FILL: CLAY, medium to high plasticity, palebrown/orange/yellow

FILL: CLAY, medium plasticity, red, some finegravel with iron oxide stain


Fb

St

VSt -H

ML

CH

CI

CH

CI

M <

wP

M ~

wP

M >

wP

M >

wP

M <

wP

FILL/TOPSOIL

FILL

HPP = 110-150kpa

HPP = 110-150kpa

HPP = 110kpa

AD

TC

Not

Enc

ount

ered

Field Tests


Tes

t T

ype

Water

WA

TE

R


Strata Changes

RL(m)

GR

AP

HIC

LOGDEPTH

(m)

0.5

1.0

1.5

Water Level


Water Inflow

Water Outflow





Field Test





Density

LEGEND:

Res

ult



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

CO

NS

IST

EN

CY

DE

NS

ITY

CLA

SS

IFIC

AT

ION

SY

MB

OL

MO

IST

UR

EC

ON

DIT

ION




B Bulk Sample

ME

TH

OD

RG

LIB

1.0

4.3.

GLB

Log

RG

NO

N-C

OR

ED

BO

RE

HO

LE -

TE

ST

PIT

RG

S20

412.

2 B

H1-

12 D

RA

FT

.GP

J <

<D

raw

ingF

ile>

> 1

4/12

/201

6 12

:49

8.3

0.00

4 D

atge

l Lab

and

In S

itu T

ool






BH5

SURFACE RL:

DATUM: AHD

EASTING:

NORTHING:



PAGE: 1 of 1

JOB NO: RGS20412.2

LOGGED BY: CN

DATE: 12/9/16

0.50m

0.15m

0.40m

0.50m

1.00m

1.30m

1.50m

FILL: Clayey SILT, low plasticity, dark brown, grey,clay of low plasticity

FILL: CLAY, medium to high plasticity, red, tracefine gravel

FILL: Silty CLAY, medium plasticity, pale grey, tracepale brown, Silt of low plasticity

FILL: Silty CLAY, medium to high plasticity, palebrown/orange/yellow/red, silt of low plasticity, , tracefine gravel

FILL: Silty CLAY, medium plasticity, red, trace finegravel, silt of low plasticity

Silty CLAY: Medium to high plasticity, palebrown/yellow/orange


Fb

VSt

St / Fb

VSt

St

ML

CH

CI

CH

CI

CH

M <

wP

M ~

wP

M >

wP

FILL/TOPSOIL

FILL

HPP = 220-280kpa

FILL

HPP = 210-230kpa

RESIDUAL

HPP = 110kpa

U50

0.85m

AD

TC

Not

Enc

ount

ered

Field Tests


Tes

t T

ype

Water

WA

TE

R


Strata Changes

RL(m)

GR

AP

HIC

LOGDEPTH

(m)

0.5

1.0

1.5

Water Level


Water Inflow

Water Outflow





Field Test





Density

LEGEND:

Res

ult



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

CO

NS

IST

EN

CY

DE

NS

ITY

CLA

SS

IFIC

AT

ION

SY

MB

OL

MO

IST

UR

EC

ON

DIT

ION




B Bulk Sample

ME

TH

OD

RG

LIB

1.0

4.3.

GLB

Log

RG

NO

N-C

OR

ED

BO

RE

HO

LE -

TE

ST

PIT

RG

S20

412.

2 B

H1-

12 D

RA

FT

.GP

J <

<D

raw

ingF

ile>

> 1

4/12

/201

6 12

:49

8.3

0.00

4 D

atge

l Lab

and

In S

itu T

ool






BH6

SURFACE RL:

DATUM: AHD

EASTING:

NORTHING:



PAGE: 1 of 1

JOB NO: RGS20412.2

LOGGED BY: CN

DATE: 12/9/16

0.30m

0.20m

0.50m

1.30m

1.50m

FILL: Clayey SILT, low plasticity, grey, dark brown,trace fine gravel

FILL: Silty CLAY, medium plasticity, red/palegrey/pale brown/yellow, some fine to medium gravel

FILL: Silty CLAY, medium plasticity, pale grey, tracepale brown, silt of low plasticity

FILL:Silty CLAY, medium plasticity, red/orange/palebrown, silt of low plasticity


Fb

VSt

St

ML

CH

CI

CI

M <

wP

M ~

wP

FILL/TOPSOIL

FILL

HPP = 220-280kpa

FILL

HPP = 110 kPa

U50

0.50m

AD

TC

Not

Enc

ount

ered

Field Tests


Tes

t T

ype

Water

WA

TE

R


Strata Changes

RL(m)

GR

AP

HIC

LOGDEPTH

(m)

0.5

1.0

1.5

Water Level


Water Inflow

Water Outflow





Field Test





Density

LEGEND:

Res

ult



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

CO

NS

IST

EN

CY

DE

NS

ITY

CLA

SS

IFIC

AT

ION

SY

MB

OL

MO

IST

UR

EC

ON

DIT

ION




B Bulk Sample

ME

TH

OD

RG

LIB

1.0

4.3.

GLB

Log

RG

NO

N-C

OR

ED

BO

RE

HO

LE -

TE

ST

PIT

RG

S20

412.

2 B

H1-

12 D

RA

FT

.GP

J <

<D

raw

ingF

ile>

> 1

4/12

/201

6 12

:49

8.3

0.00

4 D

atge

l Lab

and

In S

itu T

ool






BH7

SURFACE RL:

DATUM: AHD

EASTING:

NORTHING:



PAGE: 1 of 1

JOB NO: RGS20412.2

LOGGED BY: CN

DATE: 12/9/16

0.60m

0.15m

0.30m

0.90m

1.35m

1.50m

FILL: Clayey SILT, low plasticity, grey, dark brown

FILL: Silty CLAY, red/orange/pale brown, silt of lowplasticity, trace fine to medium gravel

FILL: Silty CLAY, medium plasticity, pale grey/palebrown/orange, trace fine gravel

FILL: Gravelly CLAY, medium to high plasticity, red,fine gravel

CLAY: Medium to high plasticity, palebrown/orange/yellow


Fb

St

St

VSt

F - St

ML

CH

CI

CH

CH

M <

wP

M ~

wP

M >

wP

M ~

wP

M >

wP

FILL/TOPSOIL

FILL

HPP = 110kpa

HPP = >600kpa

RESIDUAL

HPP = 80-110kpa

U50

0.85m

AD

TC

Not

Enc

ount

ered

Field Tests


Tes

t T

ype

Water

WA

TE

R


Strata Changes

RL(m)

GR

AP

HIC

LOGDEPTH

(m)

0.5

1.0

1.5

Water Level


Water Inflow

Water Outflow





Field Test





Density

LEGEND:

Res

ult



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

CO

NS

IST

EN

CY

DE

NS

ITY

CLA

SS

IFIC

AT

ION

SY

MB

OL

MO

IST

UR

EC

ON

DIT

ION




B Bulk Sample

ME

TH

OD

RG

LIB

1.0

4.3.

GLB

Log

RG

NO

N-C

OR

ED

BO

RE

HO

LE -

TE

ST

PIT

RG

S20

412.

2 B

H1-

12 D

RA

FT

.GP

J <

<D

raw

ingF

ile>

> 1

4/12

/201

6 12

:49

8.3

0.00

4 D

atge

l Lab

and

In S

itu T

ool






BH8

SURFACE RL:

DATUM: AHD

EASTING:

NORTHING:



PAGE: 1 of 1

JOB NO: RGS20412.2

LOGGED BY: CN

DATE: 12/9/16

0.20m

0.60m

0.80m

1.20m

1.50m

FILL: Clayey SILT, low plasticity, grey, dark brown

FILL: CLAY, medium to high plasticity, red/palebrown/orange/pale grey, trace fine gravel, silt of lowplasticity

FILL: CLAY, medium to high plasticity, red, somefine to medium subrounded gravel

CLAY: High plasticity, pale brown/orange/yellow

Silty CLAY: Medium plasticity, pale grey/orange, siltof low plasticity


Fb

VSt

St

ML

CH

CH

CH

CI

M <

wP

M ~

wP

M >

wP

M >

wP

FILL/TOPSOIL

FILL

HPP = 210-250kpa

RESIDUAL

HPP = 110kpa

HPP = 110kpa

AD

TC

Not

Enc

ount

ered

Field Tests


Tes

t T

ype

Water

WA

TE

R


Strata Changes

RL(m)

GR

AP

HIC

LOGDEPTH

(m)

0.5

1.0

1.5

Water Level


Water Inflow

Water Outflow





Field Test





Density

LEGEND:

Res

ult



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

CO

NS

IST

EN

CY

DE

NS

ITY

CLA

SS

IFIC

AT

ION

SY

MB

OL

MO

IST

UR

EC

ON

DIT

ION




B Bulk Sample

ME

TH

OD

RG

LIB

1.0

4.3.

GLB

Log

RG

NO

N-C

OR

ED

BO

RE

HO

LE -

TE

ST

PIT

RG

S20

412.

2 B

H1-

12 D

RA

FT

.GP

J <

<D

raw

ingF

ile>

> 1

4/12

/201

6 12

:49

8.3

0.00

4 D

atge

l Lab

and

In S

itu T

ool






BH9

SURFACE RL:

DATUM: AHD

EASTING:

NORTHING:



PAGE: 1 of 1

JOB NO: RGS20412.2

LOGGED BY: CN

DATE: 12/9/16

0.20m

0.60m

0.80m

1.50m

FILL: Silty CLAY, low plasticity, grey/dark brown,trace fine gravel

FILL: Silty CLAY, high plasticity, palebrown/orange/red/yellow/pale grey, Silt of lowplasticity

CLAY: High plasticity, pale brown/yellow/orange

Silty CLAY: Medium plasticity, pale grey, silt of lowplasticity, some rock fabric


Fb

VSt

St

St -VSt

H

ML

CH

CH

CIM

< w

PM

~ w

PM

> w

PM

~ w

PM

< w

P

FILL/TOPSOIL

FILL

RESIDUAL

HPP = 110kpa


AD

TC

Not

Enc

ount

ered

Field Tests


Tes

t T

ype

Water

WA

TE

R


Strata Changes

RL(m)

GR

AP

HIC

LOGDEPTH

(m)

0.5

1.0

1.5

Water Level


Water Inflow

Water Outflow





Field Test





Density

LEGEND:

Res

ult



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

CO

NS

IST

EN

CY

DE

NS

ITY

CLA

SS

IFIC

AT

ION

SY

MB

OL

MO

IST

UR

EC

ON

DIT

ION




B Bulk Sample

ME

TH

OD

RG

LIB

1.0

4.3.

GLB

Log

RG

NO

N-C

OR

ED

BO

RE

HO

LE -

TE

ST

PIT

RG

S20

412.

2 B

H1-

12 D

RA

FT

.GP

J <

<D

raw

ingF

ile>

> 1

4/12

/201

6 12

:49

8.3

0.00

4 D

atge

l Lab

and

In S

itu T

ool






BH10

SURFACE RL:

DATUM: AHD

EASTING:

NORTHING:



PAGE: 1 of 1

JOB NO: RGS20412.2

LOGGED BY: CN

DATE: 12/9/16

0.75m

0.20m

0.60m

0.70m

0.90m

1.50m


FILL: CLAY, high plasticity, red/pale brown/orange,trace fine gravel, trace silt of low plasticity

FILL: CLAY, high plasticity, grey/palebrown/orange, some fine subrounded gravel

CLAY: High plasticity, pale brown/yellow/orange

Silty CLAY: Medium plasticity, pale grey, silt of lowplasticity


Fb

VSt

St

St

VSt -H

ML

CH

CH

CH

CI

M <

wP

M ~

wP

M >

wP

M <

wP

FILL/TOPSOIL

FILL

HPP = 210-220kpa

HPP = 110kpa

RESIDUAL

HPP = 110kpa


HPP = >600kpa

U50

1.00m

AD

TC

Not

Enc

ount

ered

Field Tests


Tes

t T

ype

Water

WA

TE

R


Strata Changes

RL(m)

GR

AP

HIC

LOGDEPTH

(m)

0.5

1.0

1.5

Water Level


Water Inflow

Water Outflow





Field Test





Density

LEGEND:

Res

ult



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

CO

NS

IST

EN

CY

DE

NS

ITY

CLA

SS

IFIC

AT

ION

SY

MB

OL

MO

IST

UR

EC

ON

DIT

ION




B Bulk Sample

ME

TH

OD

RG

LIB

1.0

4.3.

GLB

Log

RG

NO

N-C

OR

ED

BO

RE

HO

LE -

TE

ST

PIT

RG

S20

412.

2 B

H1-

12 D

RA

FT

.GP

J <

<D

raw

ingF

ile>

> 1

4/12

/201

6 12

:49

8.3

0.00

4 D

atge

l Lab

and

In S

itu T

ool






BH11

SURFACE RL:

DATUM: AHD

EASTING:

NORTHING:



PAGE: 1 of 1

JOB NO: RGS20412.2

LOGGED BY: CN

DATE: 12/9/16

1.00m

0.20m

0.80m

1.50m

FILL: Clayey SILT, low plasticity, grey/dark brown,trace fine gravel

FILL: Silty CLAY, medium to high plasticity, red/palebrown/orange/pale grey

CLAY: High plasticity, palebrown/orange/grey/yellow

Becoming yellow/pale grey/pale brown


Fb

St -VSt

St

F - St

ML

CH

CHM

< w

PM

~ w

PM

> w

P

FILL/TOPSOIL

FILL

HPP = 210-250kpa

HPP = 120kpa

RESIDUAL

HPP = 110kpa

HPP = 60-80kpa

HPP = 110kpa

U50

1.40m

AD

TC

Not

Enc

ount

ered

Field Tests


Tes

t T

ype

Water

WA

TE

R


Strata Changes

RL(m)

GR

AP

HIC

LOGDEPTH

(m)

0.5

1.0

1.5

Water Level


Water Inflow

Water Outflow





Field Test





Density

LEGEND:

Res

ult



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

CO

NS

IST

EN

CY

DE

NS

ITY

CLA

SS

IFIC

AT

ION

SY

MB

OL

MO

IST

UR

EC

ON

DIT

ION




B Bulk Sample

ME

TH

OD

RG

LIB

1.0

4.3.

GLB

Log

RG

NO

N-C

OR

ED

BO

RE

HO

LE -

TE

ST

PIT

RG

S20

412.

2 B

H1-

12 D

RA

FT

.GP

J <

<D

raw

ingF

ile>

> 1

4/12

/201

6 12

:49

8.3

0.00

4 D

atge

l Lab

and

In S

itu T

ool






BH12

SURFACE RL:

DATUM: AHD

EASTING:

NORTHING:



PAGE: 1 of 1

JOB NO: RGS20412.2

LOGGED BY: CN

DATE: 12/9/16


RGS20412.2-AB

3 February 2016

Appendix B

Laboratory Test Results

Sample DetailsSample ID: NEW16W-2669--S01 Client Sample ID: -Test Request No.: RGS20412.2 Sampling Method: Sampled by ClientMaterial: Clay Date Sampled: 14/09/2016Source: On-Site Date Submitted: 19/09/2016Specification: No SpecificationProject Location: Verdanega Residential Development, Ocean Drive, Lake Cathie, NSWSample Location: BH2 - (0.5 - 0.9m)Borehole Number: BH2Borehole Depth (m): 0.5 to 0.9m

Shrink Test AS 1289.7.1.1Shrink on drying (%): 4.1Shrinkage Moisture Content (%): 32.0Est. inert material (%): 5.0Crumbling during shrinkage: NilCracking during shrinkage: Major

Swell Test AS 1289.7.1.1Swell on Saturation (%): -1.6Moisture Content before (%): 31.8Moisture Content after (%): 32.0Est. Unc. Comp. Strength before (kPa): 450Est. Unc. Comp. Strength after (kPa): 310

Shrink Swell

Shrink Swell Index - Iss (%): 2.3

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

10/10/2016

Shrink Swell Index ReportReport No: SSI:NEW16W-2669--S01

Issue No: 1

Client:

Date of Issue:NATA Accredited Laboratory Number: 18686Approved Signatory: Adam Dwyer(Senior Geotechnician)Project Name: Various Testing

F: 02 4960 9775

QUALTEST Laboratory (NSW) Pty Ltd (20708) T: 02 4968 4468E: [email protected]: www.qualtest.com.auABN: 98 153 268 896

8 Ironbark Close Warabrook NSW 2304

Project No.: MNC16P-0001Principal:

44 Bent StreetWingham NSW 2429Regional Geotechnical Solutions Pty Ltd

Page 1 of 1Form No: 18932, Report No: SSI:NEW16W-2669--S01 © 2000-2013 QESTLab by SpectraQEST.com

Comments


Shrink Test AS 1289.7.1.1Shrink on drying (%): 2.3Shrinkage Moisture Content (%): 20.6Est. inert material (%): 5.0Crumbling during shrinkage: NilCracking during shrinkage: Minor

Swell Test AS 1289.7.1.1Swell on Saturation (%): 0.5Moisture Content before (%): 20.7Moisture Content after (%): 25.1Est. Unc. Comp. Strength before (kPa): > 600Est. Unc. Comp. Strength after (kPa): 320

Shrink Swell



10/10/2016


Issue No: 1

Client:


F: 02 4960 9775






Comments

14/09/2016Date Sampled:On-Site Source:

Sample DetailsNEW16W-2669--S03Sample ID:Sampled by ClientSampling Method:

ClayMaterial:No SpecificationSpecification:Verdanega Residential Development, Ocean Drive, Lake Cathie, NSWProject Location:RGS20412.2TRN

-Client Sample ID:

BH4 - (0.75 - 1.15m)Sample Location:

Test Results

4434

Four Point78

YesNoNo

25016.5

Dry SievedAir-dried

ResultSample History AS 1289.1.1

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


12/10/2016

Material Test ReportReport No: MAT:NEW16W-2669--S03

Issue No: 1

Client:


F: 02 4960 9775





Page 1 of 1© 2000-2013 QESTLab by SpectraQEST.comForm No: 18909, Report No: MAT:NEW16W-2669--S03

N/AComments

Sample DetailsSample ID: NEW16W-2669--S04 Client Sample ID: -Test Request No.: RGS20412.2 Sampling Method: Sampled by ClientMaterial: Clay Date Sampled: 14/09/2016Source: On-Site Date Submitted: 19/09/2016Specification: No SpecificationProject Location: Verdanega Residential Development, Ocean Drive, Lake Cathie, NSWSample Location: BH6 - (0.5 - 0.85m)Borehole Number: BH6 Borehole Depth (m): 0.5 to 0.85m

Shrink Test AS 1289.7.1.1Shrink on drying (%): 3.1Shrinkage Moisture Content (%): 19.1Est. inert material (%): 10.0Crumbling during shrinkage: NilCracking during shrinkage: Moderate

Swell Test AS 1289.7.1.1Swell on Saturation (%): 0.0Moisture Content before (%): 19.0Moisture Content after (%): 26.8Est. Unc. Comp. Strength before (kPa): 420Est. Unc. Comp. Strength after (kPa): 220

Shrink Swell



11/10/2016


Issue No: 1

Client:


F: 02 4960 9775






Comments



Swell Test AS 1289.7.1.1Swell on Saturation (%): 0.8Moisture Content before (%): 19.4Moisture Content after (%): 24.6Est. Unc. Comp. Strength before (kPa): > 600Est. Unc. Comp. Strength after (kPa): 180

Shrink Swell



11/10/2016


Issue No: 1

Client:


F: 02 4960 9775






Comments

Sample DetailsSample ID: NEW16W-2669--S06 Client Sample ID: -Test Request No.: RGS20412.2 Sampling Method: Sampled by ClientMaterial: Clay Date Sampled: 14/09/2016Source: On-Site Date Submitted: 19/09/2016Specification: No SpecificationProject Location: Verdanega Residential Development, Ocean Drive, Lake Cathie, NSWSample Location: BH8 - (0.6 - 0.85m)Borehole Number: BH8 Borehole Depth (m): 0.6 to 0.85m



Shrink Swell



11/10/2016


Issue No: 1

Client:


F: 02 4960 9775






Comments


Shrink Test AS 1289.7.1.1Shrink on drying (%): 3.9Shrinkage Moisture Content (%): 22.3Est. inert material (%): 15.0Crumbling during shrinkage: NilCracking during shrinkage: Major


Shrink Swell



11/10/2016


Issue No: 1

Client:


F: 02 4960 9775






Comments


Shrink Test AS 1289.7.1.1Shrink on drying (%): 9.7Shrinkage Moisture Content (%): 39.6Est. inert material (%): 1.0Crumbling during shrinkage: NilCracking during shrinkage: Moderate


Shrink Swell


12/10/2016


Issue No: 1

Client:


F: 02 4960 9775






Comments

Seawide Pty Ltd Residential Subdivision, Vardanega ...…raised by between 0.6 and 2m. It is...

Documents

Transcript of Seawide Pty Ltd Residential Subdivision, Vardanega ...…raised by between 0.6 and 2m. It is...