GEOTECHNICAL RE PORT

GEOTECHNICAL REPORT

Proposed Shopping Centre Development

227 Railway Terrace

Schofields NSW 2762

Coles Development Group Pty Ltd – November 2017

Geotechnical Report 1701104Rpt02FinalV01_20Nov17 ● Page i

DOCUMENT CONTROL

GEOTECHNICAL REPORT

Proposed Shopping Centre Development

227 Railway Terrace

Schofields NSW 2762

PREPARED FOR

Coles Property Development Group Pty Ltd

6 Giffnock Avenue

Macquarie Park, NSW 2113

Report reference: 1701104Rpt02FinalV01_20Nov17

Date: 20th November 2017

DISTRIBUTION AND REVISION REGISTER

Revision

Number Date Description Recipient Deliverables

V01 20/11/2017 Final Report

1701104Rpt02FinalV01_20Nov17 Geo-Logix Pty Ltd 1 Electronic Copy

V01 20/11/2017 Final Report

1701104Rpt02FinalV01_20Nov17 Coles Group Ltd 1 Electronic Copy

Issued by: Geo-Logix Pty Ltd

ABN: 86 116 892 936

______________________ _________________________

Edward Lilly Ben Pearce

BS Civil Engineering, MIEAust BSc (Hons), MEIANZ CEnvP#321

Senior Geotechnical Engineer Principal

Geotechnical Report 1701104Rpt02FinalV01_20Nov17 ● Page ii

TABLE OF CONTENTS

1. INTRODUCTION ................................................................................................................. 2

1.1 Proposed Development ............................................................................................... 2

1.2 Objectives and Scope of Work .................................................................................... 2

2. SITE INFORMATION ........................................................................................................... 3

2.1 Site Identification and Description ............................................................................. 3

2.2 Topography ................................................................................................................... 4

2.3 Regional Geology ......................................................................................................... 4

2.4 Regional Hydrology ..................................................................................................... 4

3. METHOD OF INVESTIGATION .......................................................................................... 4

3.1 Investigation Methods ................................................................................................. 4

4. PREVIOUS GEOTECHNICAL REPORT ............................................................................. 5

4.1 Douglas Partners (2011) .............................................................................................. 5

5. INVESTIGATION RESULTS ............................................................................................... 5

5.1 Surface and Subsurface Conditions .......................................................................... 5

5.2 Groundwater ................................................................................................................. 6

5.3 Laboratory Results ....................................................................................................... 6

5.4 USCS Classification Testing ....................................................................................... 6

5.5 Shrink Swell Index (SSI) .............................................................................................. 7

5.6 Californian Bearing Ratio ............................................................................................ 7

5.7 Exposure Classification Tests .................................................................................... 8

5.8 Uniaxial Compressive Strength Test .......................................................................... 8

5.9 Point Load Strength Index Tests ................................................................................ 9

6. DISCUSSION ..................................................................................................................... 10

6.1 Earthworks .................................................................................................................. 10

6.2 Excavations ................................................................................................................ 11

6.3 Groundwater Inflow .................................................................................................... 11

6.4 Temporary and Permanent Batter Slopes ................................................................ 12

6.5 Retaining Walls and Shoring ..................................................................................... 12

Geotechnical Report 1701104Rpt02FinalV01_20Nov17 ● Page iii

6.6 Construction Induced Vibrations .............................................................................. 13

6.7 Site Classification ...................................................................................................... 14

6.8 Foundations ................................................................................................................ 14

6.9 Ground Slabs and Pavements .................................................................................. 15

6.10 Aggressivity/Exposure Classification .................................................................... 16

6.11 Salinity Risk .............................................................................................................. 16

6.12 Earthquake Design ................................................................................................... 16

7. LIMITATIONS .................................................................................................................... 17

8. REFERENCES .................................................................................................................. 18

FIGURES

Figure 1: Site Location

Figure 2: Site Map

ATTACHMENTS

Attachment A: Preliminary Development Plans

Attachment B: Bore Logs

Attachment C: Core Photographs

Attachment D: Douglas Partners Bore Logs

Attachment E: Laboratory Reports

Geotechnical Report 1701104Rpt02FinalV01_20Nov17 ● Page 2

1. INTRODUCTION

Geo-Logix Pty Ltd (Geo-Logix) was engaged by Coles Group Ltd (Coles) to conduct a geotechnical

investigation of the site at Pelican Road and 227 Railway Terrace, Schofields NSW 2762 (Figure 1). The

development is proposed to comprise the proposed Lot 2, currently Pelican Road and the portion of 227

Railway Terrace which will remain following proposed road resumptions, as depicted on Figure 2.

The objective of the geotechnical investigation is to assess the subsurface soil strata in order to provide

soil parameters and engineering recommendations for site earthwork and construction of the proposed

Coles development that would include a shopping centre with at-grade and basement car parking.

1.1 Proposed Development

Based on concept plans produced by Christiansen O’Brien Architects (Attachment A), Coles plans to

develop the site as a shopping centre including supermarket, commercial/retail tenancies and on grade

and basement car parking. Geo-Logix understands that the proposed development has the following

parameters.

• Total site area is approximately 21,800 m2;

• The proposed building comprises a single level, steel framed, masonry and concrete clad

building of approximately 8,000 m2 with one level of basement car parking;

• A loading dock to be designed for heavy articulated vehicles;

• Approximately 6,000 m2 of at grade car parking; and

• Outparcel buildings including a proposed McDonalds Restaurant and additional restaurant

and shop spaces.

1.2 Objectives and Scope of Work

The objective of the geotechnical investigation was to provide an assessment of subsurface conditions to

assist with planning of the proposed development.

To satisfy the above objectives Geo-Logix completed the following scope of work:

• Visual appraisal of the site conditions and locality;

• Review of the geological maps for the area;

• Review of the previous Douglas Partners (DP) Report on Geotechnical Assessment

(Project No.: 72397) dated 1 June 2011 and incorporation of relevant data into this report;

• Drilling of eleven test bores (BH106–BH111) by solid stem auger;

• Standard Penetrometer Tests (SPT) were performed within the borings at regular intervals

to assess the relative density and/or consistency of the subsurface soils;

• Continuation of three test bores (BH105, BH110 and BH111) by NMLC rock coring;

• Excavation of 21 test pits across the site using an 8 tonne excavator;

• Logging of the geotechnical borings and test pits by Geo-Logix staff;


• Collection of representative soil samples for selective geotechnical and chemical laboratory

testing;

• Backfilling of the borings and test pits with onsite soils; and

• Provision of this report detailing the results of the above investigation, recommendations

for design and construction of the proposed development.

The field investigations were conducted in October 2017.

2. SITE INFORMATION

2.1 Site Identification and Description

The investigation area comprises the following properties:

Street Address Lot and

Deposited Plan (DP) Approximate Area (m2)

227 Railway Terrace, Schofields NSW 2762 Part of Lot 30 DP 1191922 17,300

Pelican Road, Schofields NSW 2762 Proposed Lot 2* 3,490

Property information sourced from NSW Six Maps.

The following site descriptions are based on observation made during the site investigation conducted by

Geo-Logix on 12–13 and 24 October 2017.

The site is located in a rural residential area on the eastern side of Railway Terrace, Schofields NSW

(Figure 2). The site contains a road reserve to the north and paddocks to the south.

The site comprises part of the property at 227 Railway Terrace and the proposed Lot 2, currently occupied

by Pelican Road, The site is has a combined area of 21,800 m2. A description of each lot is provided below.

227 Railway Terrace

The lot is open grassed land with some scattered trees adjacent to the eastern property boundaries. The

land is currently divided by electrical fencing into three paddocks for the grazing of horses. Equestrian

obstacles are scattered in the southwestern paddock.

Lot 2 Pelican Road

Lot 2 Pelican Road is a proposed lot at the northwest end of Pelican Road, Schofields NSW (Figure 2).

The lot is a long, rectangular-shaped lot encompassing an approximate area of 3,490 m2. At the time of

inspection the site was occupied by Pelican Road which was closed to through traffic and used for

commuter parking for the nearby Schofields train station.

Pelican Road runs through the centre of the road reserve with grassed shoulders along each side. Exposed

road base was observed on either side of the asphalt road. The road is level, and has been cut and filled

relative to surrounding topography. The depth of cut increases in the southeast portion of the road. Several

small stockpiles of illegally dumped household waste were observed adjacent to the road, two of which

contained demolition waste (approximately 5 m3).


2.2 Topography

Topography across 227 Railway Terrace slopes gently down to the southwest. A steepened cut

embankment drops approximately 2 m from the property at 227 Railway Terrace to Pelican Road. Pelican

Road is generally level with open drainage swale along each road shoulder.

Regionally, the site is in a saddle on a low ridge with the surrounding land sloping down to the west and

northeast.

2.3 Regional Geology

Review of the NSW 1:100,000 Sydney Map (Geological Survey of NSW, 1983) indicates the site is on

Middle Triassic age Bringelly Shale of the Wianamatta Group, comprising shale, carboniferous claystone,

claystone, laminite, fine to medium – grained lithic sandstone, rare coal and tuff.

2.4 Regional Hydrology

Reference to the NSW All Groundwater Map (NSW Government, 2017) indicates there are no registered

groundwater bores within a 500 m radius of the site. The groundwater bore map is presented in Attachment

B. It is expected that groundwater would follow the natural regional topography and generally flow towards

the west from 227 Railway Terrace and towards the northeast from Pelican Road.

3. METHOD OF INVESTIGATION

3.1 Investigation Methods

Geotechnical fieldwork was undertaken on 12, 13 and 24 October 2017 by Edward Lilly (Senior

Geotechnical Engineer) and Luke Sheppard (Graduate Environmental Scientist).

Prior to undertaking the borings each location was scanned for underground services and utilities by an

independent utility locator and cross-checked with the results of a ‘Dial Before You Dig’ (DBYD) search.

All test bores were advanced to refusal utilising a truck mounted drill rig with solid stem augers and a “V”

shaped hardened steel bit (V-bit).

Borings BH101 and BH103 were advanced further with use of a Tungsten Carbide bit (TC-bit) and

terminated at SPT refusal.

Borings BH106 and BH108 were advanced further by TC-bit and terminated at 4.3 mbg.

Boring BH109 was advanced further by TC-bit to refusal at 2.7 mbg.

Borings BH105, BH110 and BH111 were advanced further to TC-bit refusal and then rock cored to

approximately 6.0 mbg. BH107 was advanced further to 7.5 mbg with use of TC-bit and was not rock cored

due to quality of rock.

Standard Penetrometer Tests (SPTs) were completed in each test bore using a donut hammer. SPTs were

completed at depths of 1.0 mbg and at 1.5 m intervals thereafter.

http://www.nratlas.nsw.gov.au/


Twenty one test pits (TP1–TP21) were excavated using an 8 tonne excavator with a 450 mm wide bucket.

Test pit locations were selected to provide broad site coverage. The test pits were excavated to final depths

ranging from 0.5 to 2.7 mbg.

During drilling the encountered soils were logged in accordance with the Unified Soil Classification System

(USCS). Representative samples of soil and rock were submitted to Eurofins | MGT (Eurofins) and

Macquarie Geotech for selective characterisation and chemical tests.

At the completion of drilling/excavation each test bore or test pit was reinstated with soil cuttings.

The location of each test bore and test pit was estimated using measurements from existing features. A

copy of the bore logs and SPT results are provided in Attachment B. Photos of rock cores are presented in

Attachment C.

4. PREVIOUS GEOTECHNICAL REPORT

4.1 Douglas Partners (2011)

Douglas Partners (DP) was commissioned by Coles to provide a Preliminary Geotechnical Report for a

proposed Shopping Centre at 227 Railway Terrace, Schofield NSW (Project No.: 73056 Document No.: 1)

in June of 2011. DP’s assessment was based on ten borings (BH1–BH10) completed on 3 and 6 May 2011.

Geo-Logix has incorporated the results of DP’s assessment into the current report.

The previous bore logs are presented as Attachment D.

5. INVESTIGATION RESULTS

5.1 Surface and Subsurface Conditions

The following sections contain a summarised account of the site surface and subsurface. For detailed

descriptions of individual locations please refer to the attached boring logs.

Site Surface

Vegetation of the site surface generally comprised grass with a cluster of shrubs towards the east of 227

Railway Terrace. Topsoil consisted of light brown sandy loam with a typically thin root zone of

approximately 100 mm.

Filling

Based on previous environmental test pitting, fill in the Pelican Road reserve appears to extend to 0.15 –

0.30 mbg.

Hard Clay

Onsite native soil typically comprised residual, moderate red to moderate reddish brown, damp, hard, high

plasticity Clay (CH) extending to weathered rock at 1–2 mbg.

Shale and Sandstone Rock

Onsite bedrock comprised shale in the western portion of the site and sandstone in the eastern portion of

the site. Layered laminite and sandstone were observed near the shale sandstone boundary. Weathered


(Class IV-V) rock was typically encountered at 1–2 mbg. Sandstone in the eastern portion of the site

beneath the proposed shopping centre and basement car park transitioned to medium to high strength

sandstone (Class III or better) at approximately 5 mbg.

5.2 Groundwater

Groundwater was not encountered during this investigation.

5.3 Laboratory Results

Representative samples of soil were collected during the fieldwork and submitted to Eurofins and SGS for

NATA accredited testing. Tests included:

• Atterberg Limit tests to confirm the USCS field classifications of representative soil samples

to assist with classification and description and to facilitate liquefaction analysis;

• Shrink Swell Index (SSI) testing to facilitate site classification in accordance with AS2870–

2011;

• Standard Maximum Dry Density (SMDD), Optimum Moisture Content (OMC) and California

Bearing Ratio (CBR) testing to assist with pavement and slab design;

• Aggressivity testing (electrical conductivity, sulphate, chloride and pH) to assess the

exposure classification of the soil with respect to buried structural concrete and/or exposed

steel; and

• Unconfined Compressive Strength (UCS) and Point Load Strength tests to assist with the

determination of rock strength and rippability.

The laboratory test results are presented in Attachment E. A summary of the results is provided in the

following sections.

5.4 USCS Classification Testing

Four samples from locations TP17/0.2-0.5, TP18/0.1-0.4, TP19/0.2-0.5 and TP20/0.2-0 were submitted to

Macquarie Geotechnical for NATA accredited Atterberg Limits and Linear Shrinkage tests. The samples

were selected to confirm the USCS field classification of fill and natural soils across the site. Linear

Shrinkage tests were completed in order to calculate the free surface movement of the onsite soils for site

classification in accordance with AS2870-2011. A summary of the results is provided in the following table.

Location/ Depth

(m) Sample Description

Liquid

Limit

(%)

Plasticity

Index

(%)

Linear

Shrinkage

(%)

TP17/0.2-0.5 Reddish brown mottled greyish brown Clay 55 38 12

TP18/0.1-0.4 Reddish Brown Clay 55 37 12

TP19/0.2-0.5 Reddish Brown Clay 70 50 14

TP20/0.2-0.5 Pale Brown Silty Sand 84 28 18


The Atterberg Limit test results indicate whether the fine grained component of the samples is classified as

Silt or Clay as well as the reactivity of the material. The potential for surface movement based on the

reactivity of the soil to changes in moisture is discussed in Section 6.7.

5.5 Shrink Swell Index (SSI)

An undisturbed 50 mm diameter thin walled push-tube sample from locations BH101/1-1.35, BH103/0.5-

0.8, BH106/0.5-0.8 and BH111/0.5-0.9 were submitted to Macquarie Geotechnical for SSI testing. The

sample was selected as representative of onsite clay soils. SSI testing was conducted to facilitate site

classification in accordance with AS 2870-2011.

The push-tube sample was split into two subsamples. One subsample was dried to laboratory conditions

and thereafter oven dried and the ultimate shrinkage strain recorded. The remaining subsample was placed

in a consolidometer and distilled water added after initial settlement. The final swell strain was measured

at the completion of primary swelling. The SSI was then derived based on an effective suction range of 1.8

pF.

Location/ Depth (m) Sample Description

Total

Shrinkage

(%)

Total

Swell

(%)

Shrink

Swell

Index

BH101/1-1.35 Light greyish pink Fat Clay (CH) 2.7 8.37 3.8

BH103/0.5-0.8 Moderate red Fat Clay (CH) 1.7 4.24 2.1

BH106/0.5-0.8 Red grey Fat Clay (CH) 2.1 4.76 2.5

BH111/0.5-0.9 Moderate red mottles greyish brown Fat Clay (CH) 2.3 4.05 2.4

The potential for surface movement is discussed in Section 6.7.

5.6 Californian Bearing Ratio

Representative bulk samples were collected from locations TP17/0.2-0.5, TP18/0.1-0.4, TP19/0.2-0.5 and

TP20/0.2-0.5 to obtain a site-wide understanding of CBR values for use in pavement design. These

samples were submitted to Macquarie Geotech for NATA accredited testing of the CBR.

The CBR samples were remoulded in the laboratory and compacted to 100% SMDD at OMC. Prior to

testing, the samples were soaked for four days under a surcharge load of 4.5 kg. The soaked CBR values

are provided in the following table.

Location/

Depth (m) Sample Description

SMDD

(t/m3)

OMC

(%)

CBR Value

(%)

Swell After

Soaking

(%)

TP17/0.2-0.5 Reddish brown mottled greyish brown Clay (CH) 1.749 17.8 4.5 1.8

TP18/0.1-0.4 Reddish Brown Clay (CH) 1.670 18.6 4.0 2.2

TP19/0.2-0.5 Reddish Brown Clay (CL) 1.641 20.6 6.0 1.8

TP20/0.2-0.5 Pale Brown Silty Sand (SM) 1.448 28.5 11.0 1.1

Pavement design based on these CBR results is discussed in Section 6.9.


5.7 Exposure Classification Tests

Soil samples from locations TP4 at 0.0–0.1 and 0.6–0.7 mbg, TP8 at 0.0–0.1 and 0.6–0.7 mbg, TP12 at

0.0–0.1 and 0.6–0.7 mbg and TP16 at 0.0–0.1 and 0.6–0.7 mbg were submitted to Eurofins for NATA

accredited testing of pH, sulphate, chloride and electrical conductivity to determine the exposure

classification (or aggressiveness/corrosiveness potential of the soil) with respect to buried steel and/or

concrete. The samples were selected as representative of onsite soils in which foundations were expected.

To determine the aggressiveness of the soil and water environment on concrete or steel, the chemical test

results are compared to Tables 6.1 and 6.3 from Section 6 of the Australian Standard AS2159 – 2009. This

section provides assessment criteria to assess the ‘exposure classification’ for a concrete or steel pile. The

Standard has two classes of soil conditions:

• Type A – high permeability soils below groundwater; and

• Type B – low permeability soils and all soils above groundwater.

Based on the chemical testing results, the Standard provides a range of ‘exposure classifications’

from non-aggressive to very severe. For the range of chemical conditions in the soil surrounding

the structure, the condition leading to the most severe aggressive conditions is adopted. A summary

of the soil results is provided in the following table.

Location/

Depth (m)

Soil

Condition

Electrical

Conductivity

(EC) (dS/m)

Soil

Texture

Factor

Extract

Electrical

Conductivity

(ECe) (dS/m)

Electrical

Resistivity

(Ω∙cm)

pH Chloride

(mg/kg)

Sulphate

(mg/kg)

TP4/0.0-0.1 B 0.014 14 0.20 71,000 6.2 63 34

TP4/0.6-0.7 B 0.031 6 0.19 32,000 5.3 440 250

TP8/0.0-0.1 B 0.044 14 0.62 23,000 5.7 67 <30

TP8/0.6-0.7 B 0.380 6 2.3 2,600 5.5 540 200

TP12/0.0-0.1 B <0.010 14 <0.14 >100,000 6.5 6.5 <30

TP12/0.6-0.7 B 0.220 6 1.3 4,60 5.1 320 160

TP16/0.0-0.1 B 0.012 14 0.17 83,000 6.0 65 <30

TP16/0.6-0.7 B 0.024 6 0.14 42,000 6.0 94 37

The potential aggressivity of an environment towards concrete and steel is dependent on the sulphate,

chloride and pH levels of the soil. Soil aggressivity is discussed in Section 6.10. Site Salinity is discussed

in Section 6.11.

5.8 Uniaxial Compressive Strength Test

Three rock core samples from boreholes BH105 at 5.0–5.1 mbg, BH110 at4.9–5.0 mbg and BH111 at 5.0–

5.1 mbg were submitted to Macquarie Geotech for NATA accredited testing of Uniaxial Compressive

Strength (UCS) to facilitate bearing capacity and excavatability of the rock. Each rock core samples was

cut to a height/diameter ratio of between 2 and 3, and then loaded axially into a compression machine.

Compression was applied uniaxially at a constant rate until failure occurs and the failure load recorded.

A summary of the UCS test results is provided in the following table.


Location/

Depth (m) Rock Type UCS (MPa)

BH105/5-5.1 Sandstone 43.4

BH110/4.9-5 Sandstone 21.1

BH111/5-5.1 Sandstone 42.6

The excavatability of rock is discussed in Section 6.2. Allowable bearing capacities of foundations on rock

are discussed in Section 6.9.

5.9 Point Load Strength Index Tests

To assess the strength of the encountered bedrock in boreholes BH105, BH110 and BH111, representative

samples of recovered rock core was collected from each borehole and submitted to Macquarie Geotech

for NATA accredited Point Load Strength Index (Is(50)).

Point load tests were conducted from each rock core at approximately 1 m intervals. For each sample the

core sample was loaded diametrally and axially and the failure loads for each recorded.

The diametrally loaded samples recorded slightly lower results which are attributed to the core failing along

bedding defects. Considering that foundations load the bedrock in a similar direction as the axial loaded

point load tests, then more emphasis is placed on these results.

A summary of the tests results is provided in the following table. UCS has been estimated from the axial

Is(50) using a factor of 15 based on comparison with onsite UCS testing.

Location/

Depth (m) Rock Type

Point Load Strength Index, Is(50) (MPa) Estimated UCS

(MPa) Diametral Axial

BH105/4.44-4.53 Sandstone 0.78 0.58 11.60

BH105/5.48-5.53 Sandstone 0.27 1.22 24.40

BH105/6.00-6.06 Sandstone 0.31 2.50 50.00

BH110/4.14-4.21 Sandstone 0.20 1.39 27.80

BH110/5.20-5.27 Sandstone 4.07 2.84 56.80

BH110/6.00-6.08 Sandstone 0.15 0.59 11.80

BH111/2.78-2.85 Sandstone 0.62 2.50 50.00

BH111/3.83-3.88 Sandstone 0.40 2.68 53.60

BH111/4.66-4.73 Sandstone 0.18 3.84 76.80

BH111/5.71-5.78 Sandstone 0.53 1.22 24.40

A summary of the tests results is provided in the following table.


6. DISCUSSION

6.1 Earthworks

The subject site should be prepared in accordance with AS 3798-2009 Section 6.1 and filled in accordance

with AS 3798-2009 Section 6.2.

Initial Site Preparation

Initially vegetation, topsoil and other surface features such as road pavements should be stripped from the

site, including an area extending at least 1.5 m laterally beyond any planned structures or improvements.

Geo-Logix expects that the thin layer of onsite topsoil will be removed during vegetation scraping.

Utilities should be located and rerouted as necessary and any abandoned pipes or utility conduits should

be removed or filled with grout. Utility trench excavations must be cut to competent bearing soils and

backfilled with properly compacted Structural Fill.

Existing Pavements and Fill

The surfacing of Pelican Road appears to comprise a thin bituminous pavement. Following stripping during

initial site preparation this material may be crushed or broken up and used as Fill. Mixing with soil fill and

placement at least 0.5 m below final subgrade is recommended.

Limited fill material is expected to be encountered onsite, primarily along Pelican Road. Geo-Logix

recommends that existing onsite fill be excavated during initial site preparation. Where anthropogenic

material is encountered, sieving of the excavated Fill is recommended. Fill meeting the criteria for structural

filling below may be stockpile for reuse on site.

0 15 30 45 60

2.0

3.0

4.0

5.0

6.0

7.0

0.0 1.0 2.0 3.0 4.0

UCS (Mpa)

De

pth

(m

bg

)

Is(50) (MPa)

Is(50) and UCS vs Depth

BH105 (Is₍₅₀₎)

BH110 (Is₍₅₀₎)

BH111 (Is₍₅₀₎)

BH105 (UCS)

BH110 (UCS)

BH111 (UCS)


Structural Filling

Where the above site preparation procedures create excavations below the proposed final grade, the

excavations should be backfilled with properly compacted Structural Fill. Materials selected for use as

Structural Fill should not contain organic matter, waste construction debris, or deleterious materials. Fill

materials should be granular material or be of low or medium plasticity. Existing onsite Fill meeting the

above criteria may be used as Structural Fill. Under no circumstances should topsoil or other organic-laden

soils be placed as Fill beneath or within 1.5 horizontal metres of building, car park, or other structural areas.

Once final grade is reached in cut areas, and prior to Fill placement in areas of the site that will receive

new Fill, the subgrade should be evaluated by a geotechnical engineer or their representative. Following

subgrade evaluation the exposed subgrade should be test-rolled in accordance with AS 3798-2009. Any

unstable areas failing the evaluation or test-roll should be excavated to the depth of competent bearing

material and filled in accordance with the general site Fill placement methodology outlined below.

Fill materials should be placed in individual lifts of 300 mm or less loose measurement and compacted

using a sheep’s foot roller for cohesive soils and a smooth drum roller for cohesionless soils. Where the

use of full sized compaction equipment is not possible due to confined space or other restrictions, thinner

lifts may be required. “Bridging Lifts” should not be used without approval by a geotechnical engineer. Fill

should be compacted to a minimum of 98% of standard compaction with a moisture content within ±2% of

the optimum moisture content.

Test rolling and Fill placement is to be undertaken under Level 1 Supervision. AS 3798-2009 Section 8.7

specifies compaction density testing of Fill at a frequency of 1 test per layer per material type per 2500 m2

or 1 test per 500 m3 distributed reasonably evenly throughout full depth for large scale operation such as

the proposed development.

6.2 Excavations

Geo-Logix understands that cut and fill operations are proposed to achieve final site elevations.

Excavations of fill and natural soils will be achievable by excavator. Excavation of rock is expected to be

required to achieve final subgrade elevation in the area of the proposed basement carpark. Assistance of

ripper, rock hammer and rock saw are expected to be needed for this excavation.

Construction vibrations, groundwater management, batter and shoring of excavations are discussed in the

following sections.

6.3 Groundwater Inflow

Groundwater was not encountered within the depth of expected onsite excavations. However, seepage

may be expected to occur along the soil rock interface, either due to broken services or after periods of

heavy rains. If required, dewatering of excavations may be completed by sump and pump methods.

Permanent drainage systems should allow for water collection of seepage and flows from joints, with sumps

and pumps suitably sized to dispose of the water in accordance with council and EPA regulations. Based

on iron banding observed in the rock profile groundwater is expected to have significant concentrations of

iron which will precipitate as iron oxide/hydroxide sludge. This should be taken into account when designing

drainage lines and pump-out systems through provision for maintenance to remove the sludge incorporated

into the design.


6.4 Temporary and Permanent Batter Slopes

For shallow excavations undertaken prior to other construction works where all surcharge loads, including

plant and stockpiled material are kept well clear of the top of the batters, minimum batter slopes are

recommended as 1H:1V for temporary batters and 2H:1V for permanent batters. Where steeper permanent

batters are required slope reinforcement may be considered. For batters taller than 2 m localised

assessment of batter slopes is recommended.

Stormwater runoff should be directed away from the tops of batters by use of berm drains. Where runoff

must be directed down the face of a batter the batter drains/chutes should be lined to prevent erosion.

Properly installed silt fence should be used at the base of batter slopes to prevent offsite migration of

sediment. Scouring of excavation faces due to runoff should be repaired prior to further works within the

excavation(s). All permanent batters should be protected from erosion by vegetation or other measures

and designed with adequate surface and subsurface drainage.

The contractor is solely responsible for temporary excavation design and should evaluate the soil exposed

in the excavations as part of the contractor’s safety procedures. In no case should slope height, slope

inclination, or excavation depth, including utility trench depth, exceed those specified in local, state, and

national safety regulations.

6.5 Retaining Walls and Shoring

The following earth pressure coefficients are recommended for use in design of temporary and permanent

retaining structures:

Retained Material Bulk Density

(kN/m3)

Earth Pressure Coefficients

At rest (K0) Active (Ka) Passive (Kp)

Clayey Fill and

Natural Soils 20 0.75 0.57 1.75

Sandy Fill and

Natural Soils 21 0.50 0.33 3.00

Weathered

Shale/Sandstone 25 0.25 0.15 7.50

Medium to High

Strength Sandstone 25 -- -- --

-- = not applicable.

The ‘at rest’ earth pressure coefficient (K0) is suitable for retaining structures where anchors or other

methods restrain retaining wall movement or where significant movements cannot be tolerated (rigid wall).

A uniform or trapezoidal earth pressure distribution should be adopted. It should be noted that shoring,

which is designed for this ‘at rest’ coefficient, will still undergo some lateral movements.

The active earth pressure coefficient (Ka) is suitable for retaining structures allowing movement of the top

such as cantilevered pile walls. For these structures the pressure acting on the wall can be estimated on

the basis of a triangular earth pressure distribution.

The passive earth pressure coefficient (Kp) is suitable for the calculation of resisting forces at the toe of

concrete, reinforced stone, or masonry walls.


Design of all retaining structures should be undertaken in accordance with AS4678-2002. Furthermore, the

design of any retaining structures should make allowance for all applicable surcharge loadings including

construction activities around the perimeter of the excavation, traffic loadings and adjacent buildings.

Consideration should be given to the possibility of a hydrostatic pressure due to build-up of water behind

the wall (e.g. from broken services), unless permanent subsurface drainage can be provided.

6.6 Construction Induced Vibrations

If percussive excavation equipment (e.g. rock hammer) is used, consideration must be given to possible

construction induced ground vibration. Construction induced ground vibration is unlikely to be an issue at

the site unless heavy impact tools are required for excavation. The use of other techniques which do not

involve impact (e.g. rock saws), although less productive, would reduce or possibly eliminate risks of

damage due to vibrations.

If adopting a rock hammer or similar, on-site guidance by a vibration specialist is recommended during the

early part of excavation. This should include vibration characterisation trials that are used to define vibration

levels for the selected equipment.

Peak Particle Velocity (PPV) is usually the adopted measure of ground vibration and the safe limits depend

on the sensitivity of the adjoining structures and services. There are a number of Australian and overseas

publications that provide vibration velocity guideline levels (or safe limits) including:

• Australian Standard AS2187.2-2006 Explosives - Storage and use - Use of explosives -

Appendix J: Ground Vibrations and Airblast Overpressure;

• DIN 4150 – Part 3 – 1999. Effects if Vibration on Structures;

• Department of Environment and Conservation NSW, 2006. Assessing Vibration: a

technical guideline;

• British Standard BS 7385-1:1990. Evaluation and measurement for vibration in buildings.

Guide for measurement of vibrations and evaluation of their effects on buildings;

• British Standard BS 7385-2:1993. Evaluation and measurement for vibration in buildings.

Guide to damage levels from groundborne vibration.

The most appropriate guidelines levels for the proposed excavation work are provided in AS2187.2-2006,

which refers to guideline values from BS7385-2 for the prevention of minor or cosmetic damage occurring

in structures from ground vibration. Additionally, the guideline levels provided in DIN 4150 Part 3 is

considered an appropriate source for guideline levels.

Ideally, safe limits should be determined by a specialist vibration consultant. However, as a preliminary

guide, and considering the above guidelines and the type of adjoining structures present, Geo-Logix

recommend a maximum PPV of 10 mm/sec (measured at the foundations of adjoining structures) to prevent

cosmetic and structural damage.

The PPV limits of 10 mm/sec are expected to be achievable if rock breaker equipment or other excavation

methods are restricted as indicated in the following table:


Distance from

Adjoining

structure (m)

Maximum Peak Particle Velocity 10 mm/sec*

Equipment Operating Limit

(% of Maximum Capacity)

1.5 to 2.5 300 kg rock hammer 50

2.5 to 5.0

300 kg rock hammer

or

600 kg rock hammer

100

50

5.0 to 10.0

600 kg rock hammer

Or

900 kg rock hammer

100

50

Geo-Logix notes human discomfort levels caused by vibration are typically less than the levels that are

likely to cause cosmetic or structural damage to structures. Therefore, neighbours may lodge complaints

before any cosmetic or structural damage occurs.

Geo-Logix recommends dilapidation surveys be carried out on neighbouring buildings prior to construction

to confirm that the construction works are not causing damage. These surveys should be agreed to, and

the report signed, by the owners of the adjacent building prior to work commencing.

6.7 Site Classification

Considering the depth of existing onsite fill along pelican road, the appropriate geotechnical site

classification is Class ‘P’ in accordance with AS2870-2011.

Free surface movement of the natural soil profile has been calculated based on the results of Shrink Swell

Index testing and Linear Shrinkage testing (Cameron, 1989). The natural soil profile is considered to be

equivalent to a Class ‘H1’, with a characteristic free surface movement (ys) of 40-60 mm with changes in

moisture (AS2870-2011).

Geo-Logix notes that this site classification has not included the effects of trees, poor site drainage, leaking

plumbing, and exceptionally wet or dry moisture conditions.

6.8 Foundations

Geo-Logix recommends that footings for the proposed shopping centre and other onsite structures be

founded on consistent mediums to minimise any potential differential settlements. However, depending on

the building loads and whether the structures are designed to be relatively flexible, this may not be

significant.

Provided new Structural Fill is placed in a controlled manner as advised in Section 6.1, native soils and

Structural Fill would be capable of supporting shallow footings. Assuming typical embedment of 0.5 mbg

and allowable settlement of 25 mm shallow footings may be designed based on an allowable bearing

capacity of 200 kPa.

Geo-Logix recommend that foundation subgrade surfaces be observed and tested by a geotechnical

engineer using Dynamic Cone Penetrometer (DCP) testing equipment or other satisfactory methods prior

to steel or concrete placement. Any unsatisfactory soil detected during this evaluation should be undercut

as directed by the geotechnical engineer. Footing excavations should be protected from surface water run-

off; if water is allowed to accumulate within a footing excavation and soften the bearing soils, the deficient

soils should be removed from the excavation prior to concrete placement.


Allowable bearing pressure and adhesion for deep foundations including bored piers and basements

founded on rock are summarised in the following table.

Bearing Stratum Typical Depth

(mbg)

Allowable

Bearing

Pressure

(MPa)

Allowable

Adhesion

(kPa)*

Young’s

Modulus, Es

(MPa)

Estimated

Settlement

Class IV-V Shale/Sandstone 2.0–5.0 700 35 50,000

1% of Footing

Width or Pier

Base

Class III or better Shale >5.0 1,000 50 200

1% of Footing

Width or Pier

Base

Class III or better Sandstone >5.0 3,500 175 350

1% of Footing

Width or Pier

Base

*For pier foundations only, not applicable for footings. Assumes a clean socket of roughness R2 or better.

The bearing stratum should be verified prior to the placement of rebar or concrete. Pier borings should be

filled on the same day as drilling. Pier borings should be dewatered immediately prior to placement of

concrete. If required dewatering for pier borings may be accomplished by sump pump.

All footing systems should be designed and constructed in accordance with the recommendations

contained in AS 2870-2011 and/or AS 2159-2009 by a suitably qualified and experienced structural

engineer.

6.9 Ground Slabs and Pavements

Slab and pavement designs are based on the CBR and modulus of the subgrade materials encountered

after any excavation or re-grading has taken place. The principal aim of the subgrade preparation is to

provide a uniform foundation over the entire slab/pavement formation which will not give rise to unevenness

in the slab/pavement surface under the design loads. The final subgrade, following the earthworks

recommended in Section 6.1, should comprise native soils or new Structural Fill. Both are considered to

be suitable as a subgrade provided the material performs satisfactorily under test-rolling as detailed in

AS3798-2007. Existing uncontrolled Fill, in its current state, is not considered to be a suitable subgrade.

Final subgrade should perform under test-rolling and be compacted to at least 98% standard compaction.

Based on the results of laboratory testing a design CBR of 4 is appropriate for pavements and slabs with

a subgrade comprised of onsite soil or new structural fill.

In order to provide uniform support beneath any proposed floor slab-on-grade, Geo-Logix recommends

that floor slabs be underlain by a minimum of 100 mm of free-draining (a maximum particle size of 19 mm

with less than 5 percent material passing the 75 µm sieve), well graded gravel or crushed rock base course.

Exterior slabs and pavements should be isolated from the building. These slabs should be reinforced to

function as independent units. Movement of these slabs should not be transmitted to the building foundation

or superstructure.


6.10 Aggressivity/Exposure Classification

Based on the preliminary exposure classification test results, and in accordance with AS3600-2009 and

AS2159-2009, steel and concrete structures in contact with soil should be designed based on no less than

mildly aggressive, A2, exposure.

6.11 Salinity Risk

Soil salinity risk is based on extract electrical conductivity (ECe), the product of electrical conductivity of soil

measured in solution and a multiplication factor based on soil texture. Based on the range of soil electrical

conductivities from <0.01 to 0.38 dS/m encountered and soil texture multiplication factors of 14 for sandy

loam topsoil and 6 for the underlying heavy clay, the site soils have extract electrical conductivities ranging

from 0.14 to 2.3 dS/m. These results indicate that onsite soils are non-saline (ECe < 2) to slightly saline

(ECe of 2–4) (Department of Land and Water Conservation NSW, 2002).

6.12 Earthquake Design

Structural design for earthquake loads should be carried out in accordance with the relevant provisions in

AS1170.4–2007. At this preliminary stage, based on the subsurface soil profile encountered during this

investigation, and with reference to Tables 3.2 and 4.1 of AS1170.4, the site subsoil class is considered to

be Ce (Shallow Soil) with a hazard factor (Z) of 0.08.


7. LIMITATIONS

The recommendations submitted are based on the available project information and the subsurface

information obtained by Geo-Logix. If there are any revisions to the plans for this project or if deviations

from the subsurface conditions noted in this report are encountered during construction, Geo-Logix should

be notified immediately to determine if there are consequences to the recommendations provided in this

report. If Geo-Logix is not retained to perform these functions, Geo-Logix cannot be responsible for the

impact of those conditions on the performance of the project.

The geotechnical engineer warrants that the findings, recommendations, specifications, or professional

advice contained herein have been made in accordance with generally accepted professional geotechnical

engineering practices in the local area at the time of this report. No other warranties are implied or

expressed.

After the plans and specifications are more complete the geotechnical engineer should be provided with

the opportunity to review the final design plans and specifications to assess whether our engineering

recommendations have been properly incorporated into the design documents. At that time, it may be

necessary to submit supplementary recommendations. This report has been prepared for the exclusive

use of Coles Development Group Pty Ltd and their consultants for the specific application to the

construction of the proposed Coles Shopping Centre at 227 Railway Terrace, Schofields NSW.


8. REFERENCES

Australian Standard (2007) AS1170.4–2007 Structural design actions – Earthquake actions in Australia,

Standards Australia.

Australian Standard (2007) AS3798–2007 Guidelines on earthworks for commercial and residential

developments, Standards Australia.

Australian Standard (2009) AS2159–2009 Piling Design and Installation, Standards Australia.

Australian Standard (2009) AS3600–2009 Concrete Structures, Standards Australia.

Australian Standard (2011) AS2870–2011 Residential slabs and footings, Standards Australia.

Bowles, J. E. (1996) Foundation Analysis and Design, 5th Edition, Mc-Graw Hill, Inc. New York.

Department of Land and Water Conservation NSW (2002) Site Investigations for Urban Salinity.

Douglas Partners (2011) Report on Preliminary Geotechnical Investigation, Proposed Coles Development

227 Railway Terrace, Schofields, Prepared for Coles Group Property Developments, Project 72397.00,

May 2011.

Geological Survey of New South Wales (1991) Penrith 1:100 000 Geological Sheet 9030, 1st edition.

Geological Survey of New South Wales, Sydney.

NSW Department of Primary Industries (2016) All Groundwater Map, http://allwaterdata.water.nsw.gov.au/

water.stm. Accessed 17/08/2017.

FIGURES

Douglas SidingReserve

Douglas SidingReserve

CRANEBROOK DEFENCECRANEBROOK DEFENCE

SITE LOCATION

SCHOFIELDS ROAD

SCHOFIELDS ROAD

Argowan Road

Argowan Road

Walk

er

Str

eet

Walk

er

Str

eet

BLACKTOWNLGA

RA

ILW

AY

TE

RR

AC

E

RA

ILW

AY

TE

RR

AC

E

SchofieldsSchofields

Seldon Street

Seldon Street

Pelic

an

Ro

ad

Pelic

an

Ro

ad

Brid

ge

Stre

et

Brid

ge

Stre

et

Advance Street

Advance Street

Schofields Railway

Station

BURDEKIN ROADBURDEKIN ROAD

E:\

Pro

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Site

Inve

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SITE LOCATION

Figure 1

Geotechnical Report

227 Railway Terrace, Schofields NSW

Project No. 1701104

COPYRIGHTOther than for the sole purpose of work associatedwith the Geotechnical Report as detailed herein,the use, reproduction and/or publication of thisfigure wholly, or in part, whether or not modified

or altered, is strictly prohibited.

0 400m

Site boundary

Parks and reserves

Existing native vegetation/woodland

Main road

Road

Watercourse

Key

RA

ILW

AY

TE

RR

AC

E

RA

ILW

AY

TE

RR

AC

E

Pelican Road

Pelican Road

Schofields Railway

Station

TP1TP1

TP2TP2

TP9TP9

TP3TP3 TP8TP8

TP4TP4

TP7TP7

TP5TP5

TP6TP6

TP11TP11

TP14TP14

TP12TP12

TP13TP13

TP15TP15

TP16TP16

TP10TP10

BH105BH105

BH102BH102BH101BH101

BH108BH108

BH106BH106

BH103BH103

BH104BH104

BH107BH107

BH109BH109

BH110BH110

BH6BH6

BH1BH1

BH2BH2

BH8BH8

BH9BH9

BH4BH4

BH7BH7

BH5BH5

BH3BH3

BH111BH111

TP17TP17

TP18TP18

TP19TP19

TP20TP20

TP21TP21

BH10BH10

0 50m

Site boundary

Test pit location (Geo-Logix, 2017)

Borehole location (Geo-Logix, 2017)

Test bore location (Douglas Partners, 2011)

Key

SITE MAP

Figure 2

Detailed Site Investigation


Project No. 1701082

COPYRIGHTOther than for the sole purpose of work associated with the

Detailed Site Investigation Report as detailed herein,the use, reproduction and/or publication of thisfigure wholly, or in part, whether or not modified

or altered, is strictly prohibited.

E:\

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ATTACHMENT A

NEW

SUPERMARKET

3800m²

PT 41.51

1FE 30.89

1FE

30.65

1FE

30.79

1FE 31.14

1FE

31.75

1FE

32.35

1FE

32.98

1FE 33.62

1FE 34.11

1FE

34.72

1FE 34.82

1FE 34.87

1FE

34.89

1FE

34.63

33.84

32.27

30.77

34.58

33.49

LOT BOUNDARY

PROPOSED NEW ROAD RESERVE

PR

OP

OS

ED

N

EW

R

OA

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PR

OP

OS

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OA

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BIN

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BIN

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SEAT

SE

AT

SE

AT

LIFT

FUTURE SHOPS

190m²

NEW

CHILDCARE

900m²

(480m² INTERNAL)

NEW LIQUOR

200m²

GARBAGE

TOILETS

PROPOSED

MC DONALDS

DYLDAM

MIXED USE

SITE

SERVICE PASSAGE

TRAVELLATORS

ENTRY

EXISTING

WOOLWORTHS

SITE

SERVICE ENTRY

ENTRY/EXIT BELOW

SERVICE PASSAGE

NEW

SHOPS

705m²

HIGH LEVEL AWNING

OVER ENTRANCE

AWNING OVER DASHEDAWNING OVER DASHED

AW

NIN

G O

VE

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AS

HE

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AW

NIN

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ACTIVATED EDGE

LIN

E

O

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T

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W

N

C

E

N

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R

E

RL 33.00

RL 32.80

RL 31.80

FUTURE SHOPS

185m²

RAMP

UP

RAMP

DOWN

173 CARPARKS

NEW

SHOPS

775m²

SERVICE

NEW KIOSK

TRANSFORMERS

195m²

(EXTERNAL)

RAILWAY TERRACE

MINERVA ROAD

MA

NC

HE

ST

ER

D

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E

JA

CQ

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RAMP

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CHILDCARE PICK UP/DROP OFF

225m²

(EXTERNAL)

SHADE SAIL OVER

SHADE SAIL OVER

SHADE SAIL OVER

UP

DOWN

UTILITIES

CENTRE

MANAGEMENT

TROLLEY

STORE

NEW

FOOD

300m²

FU

TU

RE

CO

MM

ER

CIA

L

210m²

AW

NIN

G O

VE

R D

AS

HE

D

PROPOSED

NEW TOWN

PLAZA

SIGNALISED

INTERSECTION

SIGNALISED

INTERSECTION

ROUND

ABOUT

TRUCK

TURNING

SHORT TERM PARKING

DROP

OFF

DROP

OFF

PARENTS

WITH

PRAMS

SENIORS

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MO

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R

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DRIVE THROUGH

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IN

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AY

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BIKE

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BIKE

PARKING

PIL

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IG

N

PILLION SIGN

EXISTING DRAINAGE RESERVE

PET

BAKERY

BT

FHR

DAIRY

FRESH PRODUCE

FROZEN FOOD

CARD ONLY ACO

STANDARD ACO

ASSISTED CHECKOUTS

MK2b COMBINED KIOSK &CUSTOMER SERVICE DESKWITHOUT CIG. VENDING M/C

PRODUCE

MARK 19 CHECKOUTS

DAIRY

MEAT

MEAT

HEALTH & BEAUTY

HEALTHYLIVING

BABY

DAIR

YA4

MEAT COOL ROOM

MEAT PREP

S4

FZ

FZ

A4A4

DELI CHICKEN

DELICOOLROOM

CHEESE SHELVES CHEESE SHELVES CHEESE SHELVES CHEESE SHELVES CHEESE SHELVES

CONTINENTAL WALL

BULKHEAD OVER AT 4600mm FFL.

S4

CHEESE SHELVES

S4

S4S4

CLEANERTROUGHBT

POULTRY / SEAFOOD

MEAT

FHR

BULK

HEAD

OVE

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mm F

FL.

FISH PREP

FISHLOW.TEMPCOOLROOM

FISH MEDTEMP

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S4

S4

FZ

MEAT

DELI PREP

ISB PREP

FZ

FZ

BAKERY LOWTEMP

COOLROOM

A4

C4

S4

A4

DB BN/E LIGHT

EGGS

DAIR

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DAIRY

DAIRYCOOLROOM

S4

MILK

CHICKENPREP

FZ

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FZ

S2A2

FZ

PALL

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TION

CON

FIRM

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MERC

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PALLET ON END WATERLOCATION CONFIRM BY MERCH

FEMALETOILETS

MALETOILETS

FEMA

LELO

CKER

ROOM

MALELOCKERROOM

DISABLEDTOILETS

8 8

8 8

88700 Minclear

700 Minclear

8 8 8 8

8 8 8 8 8 8

88

8 8

8

8

LIQUOR BOND ROOM

FHR STOREMANSDESK

S4

COLES SERVICES

34800 OPENINGTROLLEY BAYS(TROLLEY NUMBERBY TROLLEY TEAM)

CONDENSER DECK OVER

PLANT R

OOM OVER

TRAININGROOM

TEAM ROOM

CASH OFFICEAND STORAGE

RO

TEAMOFFICE

MULTIPURPOSEROOM

S4A4

FRESH PRODUCECOOLROOM(4 degrees)PRODUCE

PREP(13 degrees)

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Sca

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C4

BT

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EMPTY PALLET &ROLL CAGESTORAGE

DEWALL ENTRYFROM SUPERMARKET

STORE ENTRYFROM MALL

CART

ONST

ACK

CART

ONST

ACK

CART

ONST

ACK

CART

ONST

ACK

CART

ONST

ACK

CART

ONST

ACK

CART

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ACK

CART

ONST

ACK

CART

ONST

ACK

CART

ONST

ACK

CART

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ACK

CART

ONST

ACK TD. TD.

SELLING AREA

SIGN

AGE

OVER

SIGNAGE OVER

TD.EX FB

CLEA

NER

CABL

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NE

MAIN S/B

COOLROOM

1.

CART

ONST

ACK

CART

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ACK

CART

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ACK

CART

ONST

ACK

CART

ONST

ACK

CART

ONST

ACK

CART

ONST

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ONST

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CART

ONST

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CART

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CART

ONST

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CART

ONST

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CART

ONST

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CART

ONST

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CART

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CART

ONST

ACK

CART

ONST

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CART

ONST

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CART

ONST

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CART

ONST

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CART

ONST

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CART

ONST

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CART

ONST

ACK

CART

ONST

ACK

CART

ONST

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CART

ONST

ACK

CART

ONST

ACK

CART

ONST

ACK

CARTONSTACK

CARTONSTACK

CARTONSTACK

CARTONSTACK

CARTONSTACK

CARTONSTACK

CARTONSTACK

CARTONSTACK

CARTONSTACK

CARTONSTACK

CARTONSTACK

CARTONSTACK

SKOPE-1 TwoDoor VerticalICE FRIDGE

TS

CARTONSTACK

CARTONSTACK

CARTONSTACK

CARTONSTACK

CARTONSTACK

CARTONSTACK

CARTONSTACK

CARTONSTACK

CARTONSTACK

CARTONSTACK

CARTONSTACK

CARTONSTACK

CARTONSTACK

CARTONSTACK

CARTONSTACK

CARTONSTACK

CARTONSTACK

CARTONSTACK

CARTONSTACK

CARTONSTACK

CARTONSTACK

CARTONSTACK

CARTONSTACK

CARTONSTACK

CIGARETTE UNIT(DRAWER)

CIGARETTE UNIT(DRAWER)

SERVICE PASSAGE

2.

3.

4.

5.

8. 7. 6.

SIGNAGE OVER

CARTONSTACK

CARTONSTACK

CARTONSTACK

CARTONSTACK

CARTONSTACK

CARTONSTACK

CARTONSTACK

CARTONSTACK

CARTONSTACK

CARTONSTACK

CARTONSTACK

CARTONSTACK

CARTONSTACK

CARTONSTACK

CARTONSTACK

CARTONSTACK

CARTONSTACK

CARTONSTACK

CARTONSTACK

CARTONSTACK

CARTONSTACK

CARTONSTACK

CARTONSTACK

CARTONSTACK

FALL 1 IN 100 Dock LevellerCHDLF

2 Pallet Lift TableCLHD-2-4600L

COMPACTOR

TRANSFERROOM BELOW

DUMP ROOM

S4 FZ

1:1000@A3

01/08/17

NC, JG

P8

P1

BOUNDARY OVERLAY

SK25.1

PRELIMINARY20.06.17

P2 PRELIMINARY26.06.17



BRIEN

HRISTIANSEN

PTY LTD

PROPOSED NEW SHOPPING

CENTRE DEVELOPMENT

PROPOSED CONCEPT

SITE PLAN

SCALE 1:1000

50m40302010

SCALE 1:1000

06 GIFFNOCK AVENUE MACQUARIE PARK, NSW 2113

N

O

R

T

H




AutoCAD SHX Text

WOOLWORTHS SCHOFIELDS

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PICK UP & DROP OFF

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BUS LANE

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POST

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&

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WIRE

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2

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D P 2 6 9 8 7

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IN

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IN

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IN

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IN

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IN

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IN

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NO FOOT TRAFFIC BEYOND THIS POINT

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NO FOOT TRAFFIC BEYOND THIS POINT

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19

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16

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10

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14

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15

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13

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12

AutoCAD SHX Text

11

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9

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17

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18

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19

AutoCAD SHX Text

16

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10

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14

AutoCAD SHX Text

15

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13

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12

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11

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9

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17

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18

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PROJECT

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CLIENT

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DATE

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DRN

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SCALE

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REV

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ARCHITECTS

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Crows Nest NSW 2065

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88 Alexander Street

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(02) 9439 8655

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(02) 9439 8622

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F

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P

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email : [email protected]

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AMENDMENT:

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ISSUE:

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DATE:

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DRG

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TITLE

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CRN RAILWAY TERRACE & PELICAN ROAD

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SCHOFIELDS NSW

RAMP UP


PT 41.51

33.10

33.06

33.04

33.11

33.19 33

.17 33.12 32.91 32.64 32.21 31.81 31

.37 30.95 30.75 30.70

30.70 30.70 30.71 30.81

33.19

33.32

33.48

33.47

33.44

33.30

33.17

33.05

32.97

32.86

32.83

32.75

32.67

32.58

32.54

32.46

32.45

32.48

32.58

33.26

31.49

31.42

31.46

258°

07'30

" (AP

PROX

) 22

7.18

347°36'45" (APPROX) 182.88

115°4

7'25"

(APPR

OX)

240.9

55

121°13

'50" (A

PPROX)

52.15

PPL PTR

32.97

PLP 30.63

PPL

30.82

BM 33.84

BPG 32.27

BPG 30.77

BPG34

.58BP

G 33.32

CB 33.49

ST 33.29

ST 31.14

ST 32.97

ST 41.43

TTP 33.27 TT

P 32.86

TTP 31.57

TTP

30.64

EXISTING BOUNDARY

EX

IS

TIN

G B

OU

ND

AR

Y

EXISTING BOUNDARY

EXISTING BOUNDARY

EX

IS

TIN

G B

OU

ND

AR

Y

NOTE:

PREVIOUS GIS DATA

USED FOR ROADS

SERVICE RAMP

ABOVE

JA

CQ

UI A

VE

NU

E

PR

OP

OS

ED

N

EW

R

OA

D R

ES

ER

VE

PR

OP

OS

ED

N

EW

R

OA

D R

ES

ER

VE


RAILWAY TERRACE

FUTURE PELICAN

ROAD

MA

NC

HE

ST

ER

D

RIV

E

229 CARPARKS

TR

OLLY

S

TO

RE

LOBBY

LIFT

DOWN

UP

RAMP

DOWN

PARENTS

WITH

PRAMS

SENIORS

PARKING

CLICK &

COLLECT

MOTOR

BIKE

T

TT

BIN

TT

BIN

TT

BIN

TT

BIN

TR

OLLY

S

TO

RE

TR

OLLY

V

EH

IC

LE

SE

RV

IC

E B

AY

BRIEN

HRISTIANSEN

PTY LTD


CENTRE DEVELOPMENT

PROPOSED CONCEPT

SITE PLAN

SCALE 1:1000

50m40302010

SCALE 1:1000


N

O

R

T

H

1:1000@A3

26/07/17

NC, JG

P5

PRELIMINARY ISSUEP1 20.06.17

BASEMENT PLAN

SK25.2





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POST

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&

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WIRE

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FENCE

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PELICAN

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ROAD

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RAILWAY TERRACE

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LOT 1

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2

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D P 2 6 9 8 7

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M.G.A. NORTH (APPROX)

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PROPOSED

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ROAD

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PROPOSED

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ROAD

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PROPOSED

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ROAD

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LOT 12

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DRAINAGE RESERVE

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LOT 25

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LOT 13

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DRAINAGE RESERVE

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PROJECT

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CLIENT

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DATE

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DRN

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SCALE

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REV

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ARCHITECTS

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Crows Nest NSW 2065

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88 Alexander Street

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(02) 9439 8655

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(02) 9439 8622

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F

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P

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AMENDMENT:

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ISSUE:

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DATE:

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TITLE

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SCHOFIELDS NSW

INTERNALLY ILLUMINATED

COLES + LIQUORLAND SIGN

INTERNALLY

ILLUMINATED TENANT

SIGNS

COLES ENTRANCE

PORTAL

CHILDCARE SIGN INTERNALLY ILLUMINATED

SIGNAGE TO ADDRESS

STREET


SIGNAGE TO ADDRESS

STREET

GLAZED SHOPFRONT

TO COLES

GRAPHIC TO

STREET WALL

NEW COVERED OUTDOOR

TERRACE


SIGNAGE TO ADDRESS CORNER

NEW STREET

TREES

NEW AWNINGS TO

SHOPFRONTS

COLES PYLON SIGNCOLES PYLON SIGN MC DONALD'S

SHADE STRUCTURES

TO CAR PARK

BRIEN

HRISTIANSEN

PTY LTD


CENTRE DEVELOPMENT

PROPOSED CONCEPT

SITE PLAN

25m2015105

SCALE 1:500

0

SCALE 1:500


N

O

R

T

H

1:1000@A3

01/08/17

NC, JG

P1

P1

ELEVATIONS

SK25.3

PRELIMINARY01.08.17

01 FRONT ELEVATION

02 SIDE ELEVATION

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PROJECT

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CLIENT

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DATE

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DRN

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SCALE

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REV

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ARCHITECTS

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Crows Nest NSW 2065

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88 Alexander Street

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(02) 9439 8655

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(02) 9439 8622

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F

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P

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AMENDMENT:

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ISSUE:

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DRG

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TITLE

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SCHOFIELDS NSW



INTERNALLY

ILLUMINATED TENANT

SIGNS

COLES ENTRANCE

PORTAL

NEW TREET TREES INTERNALLY ILLUMINATED

SIGNAGE TO ADDRESS

STREET

NEW AWNINGS TO

SHOPFRONTS



FUTURE RETAIL TO

STREET

MC DONALD'S

SHADED

INDICATIVE ADJACENT

DEVELOPMENT BEYOND

RAMP TO RETAIL BASEMENT

PARKING

RETAIL TO TOWN

SQUARE BEYOND

NEW AWNINGS TO

SHOPFRONTS



INDICATIVE ADJACENT

DEVELOPMENT BEYOND

ENTRANCE TO

LOADING DOCK

NEW TREES TO COLES

ON-GRADE CAR PARK

COLES PYLON SIGN

RETAIL TO TOWN SQUARE

BEYOND

SHADE STRUCTURE

TO CAR PARK

MC DONALD'S SHADED

HIGH LEVEL ENTRY

BASEMENT CAR PARK

COLES SUPER MARKETARCADESPECIALTY

DOCK

INDICATIVE ADJACENT

DEVELOPMENT BEYOND

COVERED OUTDOOR

TERRACE

BRIEN

HRISTIANSEN

PTY LTD


CENTRE DEVELOPMENT

PROPOSED CONCEPT

SITE PLAN

25m2015105

SCALE 1:500

0

SCALE 1:500


N

O

R

T

H

1:1000@A3

02/08/17

NC, JG

P1

P1

ELEVATIONS - SHEET 2

SK25.4

PRELIMINARY02.08.17

01 RAILWAY TERRACE ELEVATION

02 BACK ELEVATION ELEVATION

03 SECTION

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PROJECT

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CLIENT

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DATE

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DRN

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SCALE

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REV

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ARCHITECTS

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Crows Nest NSW 2065

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88 Alexander Street

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(02) 9439 8655

AutoCAD SHX Text

(02) 9439 8622

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F

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P

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AMENDMENT:

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ISSUE:

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DATE:

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DRG

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TITLE

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SCHOFIELDS NSW

ATTACHMENT B

No odour. No staining.



V-Bit refusal at 1.9m.


350mm push, 273mm recovery.PP>500kPa.

Sol

id F

light

Aug

er

TOPSOIL.

CLAY, trace Sand- moderate reddish brown(10R 4/6), 85% clay, 15% sand, high plasticity,hard.

CLAY, trace Sand- greyish pink (5R 8/2),mottled medium grey (N5), 85% clay, 15%sand, high plasticity, hard.

Extremely Weathered SHALE sampled asCLAY with Sand- moderate red (5R 5/4) andgreyish brown (5Y 3/2), 80% clay, 20% sand,medium plasticity, hard.

End of Hole at 4.105 m

13,22,24N=46

16,30,35N=65

25/105

CH

CH

damp

damp

damp

Jar

Wat

er L

evel

Standard Penetration Test

Zero

Hydrocarbon Odour Sample TypeD SPTH High Disturbed

ContinuousCR Representative

Low BulkB PPUndisturbedMedium U DCPM Dynamic Cone Penetrometer

Pocket PenetrometerLZ

Strength Testing

Tests

Additional CommentsAbbreviationsSPT hammer type: Donut Trip Hammer.

Stabilised GroundwaterEncountered Groundwater

J

Observations / Comments

Dep

th (

mB

GL)

0.5

1.0

1.5

2.0

2.5

3.0

3.5

4.0

4.5

5.0

Geotechnical Report

1 of 1

Client:

Log Drawn By:


Solid Flight Auger (Truck mounted.)

4.11 m

Logged By:

1701104

Coles Group Ltd

Method:

Contractor:

Date:

12/10/2017

12/10/2017

Laurie White

[email protected]:

Warriewood NSW 2102

Geo-Logix Pty LtdBuilding Q2, Level 3

www.geo-logix.com.au

Unit 2309 / 4 Daydream Street

17/11/2017

Borehole Log

Project Name:

12/10/2017

BH101

Location / Site:

Fico Group Pty Limited

Date Started:

Project Number:

Hole Depth:

Date Completed:

Sheet:

Hole ID.

Date:

Luke Sheppard

Luke SheppardChecked By:

Met

hod

GL

SC

HO

FIE

LDS

170

1104

BH

170

1104

SC

HO

FIE

LDS

GE

OT

EC

H.G

PJ

GL.

GD

T 1

7/1

1/17

2:

19:1

4 P

M -

dra

wn

by la

urie

whi

te a

t w

ww

.reu

ma

d.co

m.a

u

Material Description

SPT

Gra

phic

Log

US

CS

Sym

bol

Moi

stur

e

BH101 /1.0-1.35

BH101 / 1.5

BH101 / 2.5

BH101 / 4.0

U

R

R

R

Sam

ple

ID

Sam

ple

Typ

e

0.100

0.900

1.900

Z

Z

Z

Z

HC

Odo

ur

Nat

ural

Mat

eria

l Typ

e

450mm recovery.

450mm recovery.

50mm recovery, refusal.



390mm recovery.No odour. No staining.


Sol

id F

light

Aug

er

TOPSOIL.

CLAY, trace Sand- brown (10YR 4/6), 85%clay, 15% sand, high plasticity, hard.

Clayey SAND- very pale orange (10YR 8/2),mottled brown (10YR 4/6), 35% clay, 65%sand, dense.

End of Hole at 1.900 mV-Bit refusal.

5,15,16N=31

CH

SC

damp

damp

Jar

Wat

er L

evel


Zero





Strength Testing

Tests



J


Dep

th (

mB

GL)

0.5

1.0

1.5

2.0

2.5

3.0

3.5

4.0

4.5

5.0

Geotechnical Report

1 of 1

Client:

Log Drawn By:



1.90 m

Logged By:

1701104

Coles Group Ltd

Method:

Contractor:

Date:

24/10/2017

24/10/2017

Laurie White

[email protected]:

Warriewood NSW 2102




17/11/2017

Borehole Log

Project Name:

24/10/2017

BH102

Location / Site:


Date Started:

Project Number:

Hole Depth:

Date Completed:

Sheet:

Hole ID.

Date:

Luke Sheppard


Met

hod

GL

SC

HO

FIE

LDS

170

1104

BH

170

1104

SC

HO

FIE

LDS

GE

OT

EC

H.G

PJ

GL.

GD

T 1

7/1

1/17

2:

19:1

6 P

M -

dra

wn

by la

urie

whi

te a

t w

ww

.reu

ma

d.co

m.a

u


SPT

Gra

phic

Log

US

CS

Sym

bol

Moi

stur

e

BH102 / 1.0

BH102 / 1.2

R

R

Sam

ple

ID

Sam

ple

Typ

e

0.100

1.200

Z

Z

HC

Odo

ur

Nat

ural

Mat

eria

l Typ

e





V-Bit refusal at 2m.

Refusal.

300mm push, 244mm recovery.PP>500kPa.

Sol

id F

light

Aug

er

TOPSOIL- pale brown (5YR 5/2) and lightbrown (5YR 6/4).

CLAY, trace Sand- pinkish grey (5YR 8/1),mottled moderate reddish brown (10R 4/6),85% clay, 15% sand, high plasticity, hard.

CLAY, trace Sand- greyish pink (5R 8/2),mottled moderate reddish brown (10R 4/6),85% clay, 15% sand, high plasticity, hard.

Weathered SHALE.


11,14,19N=33

19/50

CH

CH

damp

damp

damp

Jar

Wat

er L

evel


Zero





Strength Testing

Tests



J


Dep

th (

mB

GL)

0.5

1.0

1.5

2.0

2.5

3.0

3.5

4.0

4.5

5.0

Geotechnical Report

1 of 1

Client:

Log Drawn By:



2.55 m

Logged By:

1701104

Coles Group Ltd

Method:

Contractor:

Date:

13/10/2017

13/10/2017

Laurie White

[email protected]:

Warriewood NSW 2102




17/11/2017

Borehole Log

Project Name:

13/10/2017

BH103

Location / Site:


Date Started:

Project Number:

Hole Depth:

Date Completed:

Sheet:

Hole ID.

Date:

Luke Sheppard


Met

hod

GL

SC

HO

FIE

LDS

170

1104

BH

170

1104

SC

HO

FIE

LDS

GE

OT

EC

H.G

PJ

GL.

GD

T 1

7/1

1/17

2:

19:1

9 P

M -

dra

wn

by la

urie

whi

te a

t w

ww

.reu

ma

d.co

m.a

u


SPT

Gra

phic

Log

US

CS

Sym

bol

Moi

stur

e

BH103 /0.5-0.8

BH103 / 1.0

BH103 / 2.5

U

R

R

Sam

ple

ID

Sam

ple

Typ

e

0.100

0.900

1.400

Z

Z

Z

HC

Odo

ur

Nat

ural

Mat

eria

l Typ

e

280mm recovery.



No odour. No staining.V-Bit refusal at 1.5m.

Sol

id F

light

Aug

er

TOPSOIL- light brown (5YR 6/4).

CLAY, trace Sand- moderate red (5R 4/6),85% clay, 15% sand, high plasticity, hard.

Weathered SHALE.

End of Hole at 1.500 mV-Bit refusal.

7,16,16N=32

CH

damp

damp

Jar

Wat

er L

evel


Zero





Strength Testing

Tests



J


Dep

th (

mB

GL)

0.5

1.0

1.5

2.0

2.5

3.0

3.5

4.0

4.5

5.0

Geotechnical Report

1 of 1

Client:

Log Drawn By:



1.50 m

Logged By:

1701104

Coles Group Ltd

Method:

Contractor:

Date:

24/10/2017

24/10/2017

Laurie White

[email protected]:

Warriewood NSW 2102




17/11/2017

Borehole Log

Project Name:

24/10/2017

BH104

Location / Site:


Date Started:

Project Number:

Hole Depth:

Date Completed:

Sheet:

Hole ID.

Date:

Luke Sheppard


Met

hod

GL

SC

HO

FIE

LDS

170

1104

BH

170

1104

SC

HO

FIE

LDS

GE

OT

EC

H.G

PJ

GL.

GD

T 1

7/1

1/17

2:

19:2

1 P

M -

dra

wn

by la

urie

whi

te a

t w

ww

.reu

ma

d.co

m.a

u


SPT

Gra

phic

Log

US

CS

Sym

bol

Moi

stur

e

BH104 / 1.0

BH104 / 1.3

R

R

Sam

ple

ID

Sam

ple

Typ

e

0.100

1.300

Z

Z

HC

Odo

ur

Nat

ural

Mat

eria

l Typ

e

290mm recovery.






50mm recovery. Triple bounce.No odour. No staining.

TC-Bit refusal at 4.3m.

Sol

id F

light

Aug

er



Clayey SAND- greyish orange (10YR 7/4),mottled very pale orange (10YR 8/2), 35% clay,65% sand, dense.

Clayey SAND- pale reddish brown (10R 5/4),25% clay, 75% sand, dense.

Weathered SHALE.

Continued as cored borehole from 4.3m

11,19,17N=36

17/50

CH

SC

SC

damp

damp

damp

Jar

Wat

er L

evel


Zero





Strength Testing

Tests



J


Dep

th (

mB

GL)

0.5

1.0

1.5

2.0

2.5

3.0

3.5

4.0

4.5

5.0

Geotechnical Report

1 of 4

Client:

Log Drawn By:



6.12 m

Logged By:

1701104

Coles Group Ltd

Method:

Contractor:

Date:

24/10/2017

24/10/2017

Laurie White

[email protected]:

Warriewood NSW 2102




17/11/2017

Borehole Log

Project Name:

24/10/2017

BH105

Location / Site:


Date Started:

Project Number:

Hole Depth:

Date Completed:

Sheet:

Hole ID.

Date:

Luke Sheppard


Met

hod

GL

SC

HO

FIE

LDS

170

1104

BH

170

1104

SC

HO

FIE

LDS

GE

OT

EC

H.G

PJ

GL.

GD

T 1

7/1

1/17

2:

19:2

5 P

M -

dra

wn

by la

urie

whi

te a

t w

ww

.reu

ma

d.co

m.a

u


SPT

Gra

phic

Log

US

CS

Sym

bol

Moi

stur

e

BH105 / 1.0

BH105 / 1.4

BH105 / 2.5

R

R

R

Sam

ple

ID

Sam

ple

Typ

e

0.100

1.000

1.400

2.500

4.300

Z

Z

Z

HC

Odo

ur

Nat

ural

Mat

eria

l Typ

e

360mm recovery.

thin shale with finesandstone laminations<1mm

coarser laminations<1mm

JT, 0°, CU, SO, CN, finerlaminations <1mm

coarser laminations<1mmJT, 0°, CU, SO, CN

FZ, 0°, PL, RO, CO

JT, 0°, CU, SO, CN

DefectSpacing

(mm)

NM

LC C

orin

g

SANDSTONE- light brownish grey (5YR 6/1).

SHALE / SANDSTONE- dark yellowish brown (10YR 4/2).


SANDSTONE- dark yellowish brown (10YR 4/2).


SANDSTONE- dark yellowish brown (10YR 4/2) and dark yellowish brown(10YR 4/2).Extremely Weathered 4.66-4.69m.

SHALE- dark yellowish brown (10YR 4/2).


Alternating Laminations of SHALE / SANDSTONE- dark yellowish brown(10YR 4/2).


SILTSTONE / SHALE & SANDSTONE- light brownish grey (5YR 6/1).

Continued as cored borehole from 4.3mRun11.2m

Low BulkB PP

Wat

er L

evel

Defect Description(Type, Inclination, Planarity,Roughness, Coating)20 60 20

060

020

00



Laurie White

US

CS

Sym

bol

Gra

phic

Log

[email protected] 17/11/2017

Borehole Log

Project Name:

24/10/2017

BH105

Location / Site:


Date:

Logged By: Luke Sheppard

Luke SheppardChecked By:Contact:

Warriewood NSW 2102


Date:

1701104

Coles Group Ltd

Method:

Client:

Date Started:

Log Drawn By:


UndisturbedMedium U DCPM

Geotechnical Report

Dynamic Cone PenetrometerPocket Penetrometer

Planar CleanMB VR Very RoughType Inclination RoughnessPlanarity

#° Degrees PLMechanical BreakCoating

Crushed SeamCSeamSMShear SurfaceSSShear ZoneSZ IR Irregular

CFZ S SlickensidedST SteppedFractured ZoneParting VNPT SO Smooth VeneerUN UndulatingJoint SNCurvedJT RO Rough StainedCU

Defect Descriptors

Coating

High

Notes SPT hammer type: Donut Trip Hammer.

Hole ID.

Date Completed:


Met

hod


Dep

th (

mB

GL)

4.1

4.2

4.3

4.4

4.5

4.6

4.7

4.8

4.9

5.0


6.12 m

Contractor:

24/10/2017

24/10/2017


LZ Zero

CNStrength TestingHydrocarbon Odour Sample Type

D SPT Standard Penetration TestH Disturbed

Abbreviations


Sheet:

Project Number:

Hole Depth:

Run

/ R

QD

%

2 of 4

GL

SC

HO

FIE

LDS

170

1104

CH

170

1104

SC

HO

FIE

LDS

GE

OT

EC

H.G

PJ

GL.

GD

T 1

7/1

1/17

2:

22:5

4 P

M -

dra

wn

by la

urie

whi

te a

t w

ww

.reu

ma

d.co

m.a

u

4.30

4.39

4.45

4.48

4.55

4.61

4.77

4.79

4.81

4.89

4.94

Nat

ural

Mat

eria

l Typ

e

JT, 0°, PL, RO, CN

JT, 0°, UN, RO, ST

JT, 0°, CU, RO, CN

JT, 5°, CU, SO, ST

DefectSpacing

(mm)

NM

LC C

orin

g


SANDSTONE- dark yellowish brown (10YR 4/2).

Extremely Weathered 5.18-5.22m.


Run11.2m

Run20.62m

Low BulkB PP

Wat

er L

evel


060

020

00



Laurie White

US

CS

Sym

bol

Gra

phic

Log


Borehole Log

Project Name:

24/10/2017

BH105

Location / Site:


Date:



Warriewood NSW 2102


Date:

1701104

Coles Group Ltd

Method:

Client:

Date Started:

Log Drawn By:



Geotechnical Report






Defect Descriptors

Coating

High


Hole ID.

Date Completed:


Met

hod


Dep

th (

mB

GL)

5.1

5.2

5.3

5.4

5.5

5.6

5.7

5.8

5.9

6.0


6.12 m

Contractor:

24/10/2017

24/10/2017


LZ Zero



Abbreviations


Sheet:

Project Number:

Hole Depth:

Run

/ R

QD

%

3 of 4

GL

SC

HO

FIE

LDS

170

1104

CH

170

1104

SC

HO

FIE

LDS

GE

OT

EC

H.G

PJ

GL.

GD

T 1

7/1

1/17

2:

22:5

4 P

M -

dra

wn

by la

urie

whi

te a

t w

ww

.reu

ma

d.co

m.a

u

5.01

5.12

5.20

Nat

ural

Mat

eria

l Typ

e

JT, -3°, IR, SO, STPT, 3°, UN, SO, ST

DefectSpacing

(mm)

NM

LC C

orin

g SANDSTONE- light brownish grey (5YR 6/1).(continued)


Run20.62m

Low BulkB PP

Wat

er L

evel


060

020

00



Laurie White

US

CS

Sym

bol

Gra

phic

Log


Borehole Log

Project Name:

24/10/2017

BH105

Location / Site:


Date:



Warriewood NSW 2102


Date:

1701104

Coles Group Ltd

Method:

Client:

Date Started:

Log Drawn By:



Geotechnical Report






Defect Descriptors

Coating

High


Hole ID.

Date Completed:


Met

hod


Dep

th (

mB

GL)

6.1

6.2

6.3

6.4

6.5

6.6

6.7

6.8

6.9

7.0


6.12 m

Contractor:

24/10/2017

24/10/2017


LZ Zero



Abbreviations


Sheet:

Project Number:

Hole Depth:

Run

/ R

QD

%

4 of 4

GL

SC

HO

FIE

LDS

170

1104

CH

170

1104

SC

HO

FIE

LDS

GE

OT

EC

H.G

PJ

GL.

GD

T 1

7/1

1/17

2:

22:5

4 P

M -

dra

wn

by la

urie

whi

te a

t w

ww

.reu

ma

d.co

m.a

u

Nat

ural

Mat

eria

l Typ

e



V-Bit refusal at 1m.


No odour. No staining.Moderate resistance.

Increasing to high resistance at3m. Drill rig lifting. Clay seams to100mm thick.

280 recovery. PP>500kPa.

Sol

id F

light

Aug

er


CLAY, trace Sand- moderate red (5R 5/4) andmedium grey (N5), 85% clay, 15% sand, highplasticity, hard.

CLAY, trace Sand- moderate red (5R 5/4),mottled brownish grey (5YR 4/1), 85% clay,15% sand, high plasticity, hard.

Weathered SHALE- dark grey (N3).


18,24,16N=40

25/65

CH

CH

damp

damp

Jar

Wat

er L

evel


Zero





Strength Testing

Tests



J


Dep

th (

mB

GL)

0.5

1.0

1.5

2.0

2.5

3.0

3.5

4.0

4.5

5.0

Geotechnical Report

1 of 1

Client:

Log Drawn By:



4.30 m

Logged By:

1701104

Coles Group Ltd

Method:

Contractor:

Date:

12/10/2017

12/10/2017

Laurie White

[email protected]:

Warriewood NSW 2102




17/11/2017

Borehole Log

Project Name:

12/10/2017

BH106

Location / Site:


Date Started:

Project Number:

Hole Depth:

Date Completed:

Sheet:

Hole ID.

Date:

Luke Sheppard


Met

hod

GL

SC

HO

FIE

LDS

170

1104

BH

170

1104

SC

HO

FIE

LDS

GE

OT

EC

H.G

PJ

GL.

GD

T 1

7/1

1/17

2:

19:2

8 P

M -

dra

wn

by la

urie

whi

te a

t w

ww

.reu

ma

d.co

m.a

u


SPT

Gra

phic

Log

US

CS

Sym

bol

Moi

stur

e

BH106 /0.5-0.9

BH106 / 1.0

BH106 / 2.5

U

R

R

Sam

ple

ID

Sam

ple

Typ

e

0.100

1.000

1.800

Z

Z

Z

HC

Odo

ur

Nat

ural

Mat

eria

l Typ

e

380mm recovery.

65mm rocovery.






No odour. No staining.Wet sample, water added.Moderate resistance in weatheredshale (more due to clogging thanthe hardeness).No need to lift rig.

Sol

id F

light

Aug

er


Sandy CLAY- light brown (5YR 6/4), mottledstrong brown (5YR 4/6), 60% clay, 40% sand,sandy clay with balls of moderate red clay.

CLAY, trace Sand- very pale orange (10YR8/2), mottled dark yellowish orange (10YR 6/6),85% clay, 15% sand, high plasticity, very stiff.

Sandy CLAY- dull reddish brown (5YR 5/4),mottled strong brown (5YR 4/6), 55% clay, 45%sand, low plasticity, soft, very weathered shale.

SHALE- dull reddish brown (5YR 5/4).

3,14,19N=33

8,24,30/110

CL

CH

CL

damp

damp

damp

Jar

Wat

er L

evel


Zero





Strength Testing

Tests



J


Dep

th (

mB

GL)

0.5

1.0

1.5

2.0

2.5

3.0

3.5

4.0

4.5

5.0

Geotechnical Report

1 of 2

Client:

Log Drawn By:



7.50 m

Logged By:

1701104

Coles Group Ltd

Method:

Contractor:

Date:

24/10/2017

24/10/2017

Laurie White

[email protected]:

Warriewood NSW 2102




17/11/2017

Borehole Log

Project Name:

24/10/2017

BH107

Location / Site:


Date Started:

Project Number:

Hole Depth:

Date Completed:

Sheet:

Hole ID.

Date:

Luke Sheppard


Met

hod

GL

SC

HO

FIE

LDS

170

1104

BH

170

1104

SC

HO

FIE

LDS

GE

OT

EC

H.G

PJ

GL.

GD

T 1

7/1

1/17

2:

19:3

1 P

M -

dra

wn

by la

urie

whi

te a

t w

ww

.reu

ma

d.co

m.a

u


SPT

Gra

phic

Log

US

CS

Sym

bol

Moi

stur

e

BH107 / 1.0aBH107 / 1.0b

BH107 / 2.5aBH107 / 2.5b

BH107 / 4.5aBH107 / 4.5b

RR

RR

DD

Sam

ple

ID

Sam

ple

Typ

e

0.100

1.000

2.500

2.900

ZZ

ZZ

ZZ

HC

Odo

ur

Nat

ural

Mat

eria

l Typ

e

350mm recovery.

420mm recovery.


Sol

id F

light

Aug

er

SHALE- dull reddish brown (5YR5/4).(continued)

SANDSTONE- dull reddish brown (5YR 5/4),with weathered shale lenses every 20mm.

End of Hole at 7.500 mTarget depth.

Jar

Wat

er L

evel


Zero





Strength Testing

Tests



J


Dep

th (

mB

GL)

5.5

6.0

6.5

7.0

7.5

8.0

8.5

9.0

9.5

10.0

Geotechnical Report

2 of 2

Client:

Log Drawn By:



7.50 m

Logged By:

1701104

Coles Group Ltd

Method:

Contractor:

Date:

24/10/2017

24/10/2017

Laurie White

[email protected]:

Warriewood NSW 2102




17/11/2017

Borehole Log

Project Name:

24/10/2017

BH107

Location / Site:


Date Started:

Project Number:

Hole Depth:

Date Completed:

Sheet:

Hole ID.

Date:

Luke Sheppard


Met

hod

GL

SC

HO

FIE

LDS

170

1104

BH

170

1104

SC

HO

FIE

LDS

GE

OT

EC

H.G

PJ

GL.

GD

T 1

7/1

1/17

2:

19:3

1 P

M -

dra

wn

by la

urie

whi

te a

t w

ww

.reu

ma

d.co

m.a

u


SPT

Gra

phic

Log

US

CS

Sym

bol

Moi

stur

e

BH107 / 7.5D

Sam

ple

ID

Sam

ple

Typ

e

7.450

Z

HC

Odo

ur

Nat

ural

Mat

eria

l Typ

e



350mm recovery.No odour. No staining.



Sol

id F

light

Aug

er


CLAY, trace Sand- light grey (N7), mottledmoderate reddish brown (10R 4/6), 85% clay,15% sand, high plasticity, very soft.

Clayey SAND- moderate red (5R 5/4), mottledlight grey (N7), 35% clay, 65% sand, loose.

Weathered SHALE- mottled dark grey (N3).


6,10,16N=26

25/105

CH

SC

damp

damp

Jar

Wat

er L

evel


Zero





Strength Testing

Tests



J


Dep

th (

mB

GL)

0.5

1.0

1.5

2.0

2.5

3.0

3.5

4.0

4.5

5.0

Geotechnical Report

1 of 1

Client:

Log Drawn By:



4.30 m

Logged By:

1701104

Coles Group Ltd

Method:

Contractor:

Date:

13/10/2017

13/10/2017

Laurie White

[email protected]:

Warriewood NSW 2102




17/11/2017

Borehole Log

Project Name:

13/10/2017

BH108

Location / Site:


Date Started:

Project Number:

Hole Depth:

Date Completed:

Sheet:

Hole ID.

Date:

Luke Sheppard


Met

hod

GL

SC

HO

FIE

LDS

170

1104

BH

170

1104

SC

HO

FIE

LDS

GE

OT

EC

H.G

PJ

GL.

GD

T 1

7/1

1/17

2:

19:3

4 P

M -

dra

wn

by la

urie

whi

te a

t w

ww

.reu

ma

d.co

m.a

u


SPT

Gra

phic

Log

US

CS

Sym

bol

Moi

stur

e

BH108 / 1.0

BH108 / 1.3

BH108 / 2.5BH108 / 2.6

R

R

RR

Sam

ple

ID

Sam

ple

Typ

e

0.100

1.250

2.550

Z

Z

ZZ

HC

Odo

ur

Nat

ural

Mat

eria

l Typ

e

105mm recovery.





Increase to moderate resistanceat 1.8m. Increase to highresistance at 2m, lifting drill rig,TC-Bit struggling.

Sol

id F

light

Aug

er


CLAY, trace Sand- moderate red (5R 5/4),85% clay, 15% sand, high plasticity, very stiff.

Extremely Weathered SANDSTONE sampledas Clayey SAND- pale reddish brown (10R5/4), mottled strong orange (5YR 7/12), 40%clay, 60% sand.

End of Hole at 2.700 mTC-Bit refusal.

18,15,12N=27

CH

damp

Jar

Wat

er L

evel


Zero





Strength Testing

Tests



J


Dep

th (

mB

GL)

0.5

1.0

1.5

2.0

2.5

3.0

3.5

4.0

4.5

5.0

Geotechnical Report

1 of 1

Client:

Log Drawn By:



2.70 m

Logged By:

1701104

Coles Group Ltd

Method:

Contractor:

Date:Laurie White

[email protected]:

Warriewood NSW 2102




17/11/2017

Borehole Log

Project Name:

BH109

Location / Site:


Date Started:

Project Number:

Hole Depth:

Date Completed:

Sheet:

Hole ID.

Date:

Luke Sheppard


Met

hod

GL

SC

HO

FIE

LDS

170

1104

BH

170

1104

SC

HO

FIE

LDS

GE

OT

EC

H.G

PJ

GL.

GD

T 1

7/1

1/17

2:

19:3

6 P

M -

dra

wn

by la

urie

whi

te a

t w

ww

.reu

ma

d.co

m.a

u


SPT

Gra

phic

Log

US

CS

Sym

bol

Moi

stur

e

BH109 / 1.0

BH109 / 2.0

R

R

Sam

ple

ID

Sam

ple

Typ

e

0.100

0.900

Z

Z

HC

Odo

ur

Nat

ural

Mat

eria

l Typ

e

450mm recovery.







TC-Bit refusal at 4m.

Sol

id F

light

Aug

er



Clayey SAND- greyish orange pink (10R 8/2),mottled moderate reddish orange (10R 6/6),35% clay, 65% sand, dense to very dense.

CLAY, trace Sand- greyish orange pink (10R8/2), mottled moderate reddish brown (10R4/6), 85% clay, 15% sand, high plasticity, hard.

Very Weathered SANDSTONE sampled asClayey SAND- greyish orange pink (10R 8/2),mottled pale yellowish orange (10YR 8/6), 35%clay, 65% sand, stiff.

Continued as cored borehole from 4m

9,26,27N=53

12,17,19N=36

CH

SC

CH

damp

damp

damp

damp

damp

Jar

Wat

er L

evel


Zero





Strength Testing

Tests



J


Dep

th (

mB

GL)

0.5

1.0

1.5

2.0

2.5

3.0

3.5

4.0

4.5

5.0

Geotechnical Report

1 of 2

Client:

Log Drawn By:



6.08 m

Logged By:

1701104

Coles Group Ltd

Method:

Contractor:

Date:

23/10/2017

23/10/2017

Laurie White

[email protected]:

Warriewood NSW 2102




17/11/2017

Borehole Log

Project Name:

23/10/2017

BH110

Location / Site:


Date Started:

Project Number:

Hole Depth:

Date Completed:

Sheet:

Hole ID.

Date:

Luke Sheppard


Met

hod

GL

SC

HO

FIE

LDS

170

1104

BH

170

1104

SC

HO

FIE

LDS

GE

OT

EC

H.G

PJ

GL.

GD

T 1

7/1

1/17

2:

19:3

9 P

M -

dra

wn

by la

urie

whi

te a

t w

ww

.reu

ma

d.co

m.a

u


SPT

Gra

phic

Log

US

CS

Sym

bol

Moi

stur

e

BH110 / 1.0

BH110 / 1.3

BH110 / 2.5

BH110 / 2.8

R

R

R

R

Sam

ple

ID

Sam

ple

Typ

e

0.100

1.000

1.300

2.800

4.000

Z

Z

Z

Z

HC

Odo

ur

Nat

ural

Mat

eria

l Typ

e

360mm recovery.

370mm recovery.

JT, 5°, CU, RO, STJT, 5°, CU, RO, STPT, 5°, CU, RO, STPT, 5°, CU, RO, STFZ, 5°, CU, RO, STPT, 5°, CU, RO, STPT, -40°, UN, RO, STJT, 5°, IR, RO, STPT, -40°, UN, RO, STPT, 5°, IR, RO, STPT, 5°, IR, RO, STPT, 5°, CU, RO, ST

FZ, 5°, IR, RO, STJT, 80°, UN, RO, CNMBJT, 5°, IR, SO, STJT, 0°, V, RO, STJT, 0°, CU, RO, STJT, -20°, UN, SO, ST

MBFZ, 0°, CU, RO, STPT, 0°, IR, RO, STPT, 0°, IR, RO, STJT, -5°, CU, RO, CNJT, -5°, CU, RO, VNJT, -5°, CU, RO, STJT, -5°, CU, RO, ST

MB

<<

DefectSpacing

(mm)

NM

LC C

orin

g

SANDSTONE.Continued as cored borehole from 4m


Run11.5m

Run20.58m

Low BulkB PP

Wat

er L

evel


060

020

00



Laurie White

US

CS

Sym

bol

Gra

phic

Log


Borehole Log

Project Name:

23/10/2017

BH110

Location / Site:


Date:



Warriewood NSW 2102


Date:

1701104

Coles Group Ltd

Method:

Client:

Date Started:

Log Drawn By:



Geotechnical Report






Defect Descriptors

Coating

High


Hole ID.

Date Completed:


Met

hod


Dep

th (

mB

GL)

4.1

4.2

4.3

4.4

4.5

4.6

4.7

4.8

4.9

5.0

5.1

5.2

5.3

5.4

5.5

5.6

5.7

5.8

5.9

6.0

6.1

6.2

6.3

6.4

6.5

6.6

6.7

6.8

6.9

7.0


6.08 m

Contractor:

23/10/2017

23/10/2017


LZ Zero



Abbreviations


Sheet:

Project Number:

Hole Depth:

Run

/ R

QD

%

2 of 2

GL

SC

HO

FIE

LDS

170

1104

CH

170

1104

SC

HO

FIE

LDS

GE

OT

EC

H.G

PJ

GL.

GD

T 1

7/1

1/17

2:

22:5

6 P

M -

dra

wn

by la

urie

whi

te a

t w

ww

.reu

ma

d.co

m.a

u

4.00

Mat

eria

l Typ

e



No odour. No staining.V-Bit refusal at 1.5m.Low to moderate resistance.

TC-Bit refusal at 2.7m.

190mm recovery, PP>500kPa.

Sol

id F

light

Aug

er


CLAY, trace Sand- moderate red (5R 5/4),mottled light yellowish brown (10YR 6/4), 85%clay, 15% sand, high plasticity, hard.

Extremely Weathered SANDSTONE sampledas Clayey SAND- light grey (N7), mottled paleyellowish orange (10YR 8/6), 35% clay, 65%sand, dense.

Continued as cored borehole from 2.7m

8,24,23N=47

CH

damp

damp

Jar

Wat

er L

evel


Zero





Strength Testing

Tests



J


Dep

th (

mB

GL)

0.5

1.0

1.5

2.0

2.5

3.0

3.5

4.0

4.5

5.0

Geotechnical Report

1 of 3

Client:

Log Drawn By:



6.20 m

Logged By:

1701104

Coles Group Ltd

Method:

Contractor:

Date:

12/10/2017

12/10/2017

Laurie White

[email protected]:

Warriewood NSW 2102




17/11/2017

Borehole Log

Project Name:

12/10/2017

BH111

Location / Site:


Date Started:

Project Number:

Hole Depth:

Date Completed:

Sheet:

Hole ID.

Date:

Luke Sheppard


Met

hod

GL

SC

HO

FIE

LDS

170

1104

BH

170

1104

SC

HO

FIE

LDS

GE

OT

EC

H.G

PJ

GL.

GD

T 1

7/1

1/17

2:

19:4

1 P

M -

dra

wn

by la

urie

whi

te a

t w

ww

.reu

ma

d.co

m.a

u


SPT

Gra

phic

Log

US

CS

Sym

bol

Moi

stur

e

BH111 /0.5-0.9

BH111 / 1.0

BH111 / 1.3

U

R

R

Sam

ple

ID

Sam

ple

Typ

e

0.100

1.300

2.700

Z

Z

Z

HC

Odo

ur

Nat

ural

Mat

eria

l Typ

e

340mm recovery.

PT, 0°, CU, RO, CN

MBJT, 0°, UN, RO, CN

PT, 0°, CU, RO, SN

PT, 10°, CU, RO, SN

JT, 5°, UN, RO, SN

PT, 0°, UN, RO, CN, twopartings within lense

JT, -5°, CU, RO, CNPT, 0°, UN, RO, SN

PT, 0°, CU, RO, SNJT, 0°, PL, RO, SN

JT, 0°, CU, RO, SN

JT, 0°, PL, RO, SN

JT, 0°, PL, RO, CN

DefectSpacing

(mm)

NM

LC C

orin

g.

Slightly Weathered- light grey (N7).Continued as cored borehole from 2.7m

Run10.75m

RQD 100%

Run21.65m

RQD 85.6%

Low BulkB PP

Wat

er L

evel


060

020

00



Laurie White

US

CS

Sym

bol

Gra

phic

Log


Borehole Log

Project Name:

12/10/2017

BH111

Location / Site:


Date:



Warriewood NSW 2102


Date:

1701104

Coles Group Ltd

Method:

Client:

Date Started:

Log Drawn By:



Geotechnical Report






Defect Descriptors

Coating

High


Hole ID.

Date Completed:


Met

hod


Dep

th (

mB

GL)

2.1

2.2

2.3

2.4

2.5

2.6

2.7

2.8

2.9

3.0

3.1

3.2

3.3

3.4

3.5

3.6

3.7

3.8

3.9

4.0

4.1

4.2

4.3

4.4

4.5

4.6

4.7

4.8

4.9

5.0


6.20 m

Contractor:

12/10/2017

12/10/2017


LZ Zero



Abbreviations


Sheet:

Project Number:

Hole Depth:

Run

/ R

QD

%

2 of 3

GL

SC

HO

FIE

LDS

170

1104

CH

170

1104

SC

HO

FIE

LDS

GE

OT

EC

H.G

PJ

GL.

GD

T 1

7/1

1/17

2:

22:5

7 P

M -

dra

wn

by la

urie

whi

te a

t w

ww

.reu

ma

d.co

m.a

u

2.70

Nat

ural

Mat

eria

l Typ

e

JT, -5°, PR, SO, CL

MB

MB

MBMBJT, 20°, IR, SO, CLJT, 20°, IR, SO, CLPT, 40°, IR, RU, CL

DefectSpacing

(mm)

NM

LC C

orin

g.

Slightly Weathered- light grey (N7).(continued)


Run31.1mRQD

85.45%

Low BulkB PP

Wat

er L

evel


060

020

00



Laurie White

US

CS

Sym

bol

Gra

phic

Log


Borehole Log

Project Name:

12/10/2017

BH111

Location / Site:


Date:



Warriewood NSW 2102


Date:

1701104

Coles Group Ltd

Method:

Client:

Date Started:

Log Drawn By:



Geotechnical Report






Defect Descriptors

Coating

High


Hole ID.

Date Completed:


Met

hod


Dep

th (

mB

GL)

5.1

5.2

5.3

5.4

5.5

5.6

5.7

5.8

5.9

6.0

6.1

6.2

6.3

6.4

6.5

6.6

6.7

6.8

6.9

7.0

7.1

7.2

7.3

7.4

7.5

7.6

7.7

7.8

7.9

8.0


6.20 m

Contractor:

12/10/2017

12/10/2017


LZ Zero



Abbreviations


Sheet:

Project Number:

Hole Depth:

Run

/ R

QD

%

3 of 3

GL

SC

HO

FIE

LDS

170

1104

CH

170

1104

SC

HO

FIE

LDS

GE

OT

EC

H.G

PJ

GL.

GD

T 1

7/1

1/17

2:

22:5

7 P

M -

dra

wn

by la

urie

whi

te a

t w

ww

.reu

ma

d.co

m.a

u

Nat

ural

Mat

eria

l Typ

e


No odour. No staining.PP>500kPa.

No odour. No staining.PP=350-400kPa


Exc

avat

ion

TOPSOIL- pale brown (5YR 5/2) and light brown (5YR6/4).

CLAY, trace Sand- moderate reddish orange (10R 6/6),85% clay, 15% sand, high plasticity, hard.

CLAY, trace Sand- greyish pink (5R 8/2), 90% clay,10% sand, high plasticity, very stiff.

Weathered SHALE- moderate reddish brown (10R 4/6).

Terminated at 2.700 m

CH

CH

damp

damp

Jar

Wat

er L

evel


Zero





Strength TestingAdditional CommentsAbbreviations


J


Dep

th (

mB

GL)

0.5

1.0

1.5

2.0

2.5

3.0

Geotechnical Report

1 of 1

Client:

Log Drawn By:


Excavation (450mm bucket)

2.70 m

Logged By:

1701104

Coles Group Ltd

Method:

Contractor:

Date:

12/10/2017

12/10/2017

Laurie White

[email protected]:

Warriewood NSW 2102




17/11/2017

Test Pit Log

Project Name:

12/10/2017

TP1

Location / Site:

C & D Camilleri Excavations Pty Ltd

Date Started:

Project Number:

Hole Depth:

Date Completed:

Sheet:

Hole ID.

Date:

Ted Lilly


Met

hod

GL

SC

HO

FIE

LDS

170

1104

BH

170

1104

SC

HO

FIE

LDS

GE

OT

EC

H.G

PJ

GL.

GD

T 1

7/1

1/17

2:

19:5

3 P

M -

dra

wn

by la

urie

whi

te a

t w

ww

.reu

ma

d.co

m.a

u


Gra

phic

Log

US

CS

Sym

bol

Moi

stur

e

TP1 / 0.0-0.1U

Sam

ple

ID

Sam

ple

Typ

e

0.100

1.000

2.000

Z

HC

Odo

ur

Nat

ural

Mat

eria

l Typ

e



No odour. No staining.Exc

avat

ion



CLAY, trace Sand- greyish pink (5R 8/2), 90% clay,10% sand, high plasticity, hard.


CH

CH

damp

damp

Jar

Wat

er L

evel


Zero





Strength TestingAdditional CommentsAbbreviationsACM on surface near test pit.


J


Dep

th (

mB

GL)

0.5

1.0

1.5

2.0

2.5

3.0

Geotechnical Report

1 of 1

Client:

Log Drawn By:



1.50 m

Logged By:

1701104

Coles Group Ltd

Method:

Contractor:

Date:

12/10/2017

12/10/2017

Laurie White

[email protected]:

Warriewood NSW 2102




17/11/2017

Test Pit Log

Project Name:

12/10/2017

TP2

Location / Site:


Date Started:

Project Number:

Hole Depth:

Date Completed:

Sheet:

Hole ID.

Date:

Ted Lilly


Met

hod

GL

SC

HO

FIE

LDS

170

1104

BH

170

1104

SC

HO

FIE

LDS

GE

OT

EC

H.G

PJ

GL.

GD

T 1

7/1

1/17

2:

19:5

5 P

M -

dra

wn

by la

urie

whi

te a

t w

ww

.reu

ma

d.co

m.a

u


Gra

phic

Log

US

CS

Sym

bol

Moi

stur

e

TP2 / 0.0-0.1U

Sam

ple

ID

Sam

ple

Typ

e

0.100

0.800

Z

HC

Odo

ur

Nat

ural

Mat

eria

l Typ

e





Exc

avat

ion



CLAY, trace Sand- greyish pink (5R 8/2), 90% clay,10% sand, high plasticity, very stiff.



CH

CH

damp

damp

Jar

Wat

er L

evel


Zero







J


Dep

th (

mB

GL)

0.5

1.0

1.5

2.0

2.5

3.0

Geotechnical Report

1 of 1

Client:

Log Drawn By:



1.60 m

Logged By:

1701104

Coles Group Ltd

Method:

Contractor:

Date:

12/10/2017

12/10/2017

Laurie White

[email protected]:

Warriewood NSW 2102




17/11/2017

Test Pit Log

Project Name:

12/10/2017

TP3

Location / Site:


Date Started:

Project Number:

Hole Depth:

Date Completed:

Sheet:

Hole ID.

Date:

Luke Sheppard


Met

hod

GL

SC

HO

FIE

LDS

170

1104

BH

170

1104

SC

HO

FIE

LDS

GE

OT

EC

H.G

PJ

GL.

GD

T 1

7/1

1/17

2:

19:5

8 P

M -

dra

wn

by la

urie

whi

te a

t w

ww

.reu

ma

d.co

m.a

u


Gra

phic

Log

US

CS

Sym

bol

Moi

stur

e

TP3 / 0.0-0.1U

Sam

ple

ID

Sam

ple

Typ

e

0.100

0.600

1.500

Z

HC

Odo

ur

Nat

ural

Mat

eria

l Typ

e




PP>500kPa

Exc

avat

ion


CLAY, trace Sand- moderate reddish brown (10R 4/6),85% clay, 15% sand, high plasticity, hard.



CH

damp

Jar

Wat

er L

evel


Zero







J


Dep

th (

mB

GL)

0.5

1.0

1.5

2.0

2.5

3.0

Geotechnical Report

1 of 1

Client:

Log Drawn By:



1.30 m

Logged By:

1701104

Coles Group Ltd

Method:

Contractor:

Date:

12/10/2017

12/10/2017

Laurie White

[email protected]:

Warriewood NSW 2102




17/11/2017

Test Pit Log

Project Name:

12/10/2017

TP4

Location / Site:


Date Started:

Project Number:

Hole Depth:

Date Completed:

Sheet:

Hole ID.

Date:

Luke Sheppard


Met

hod

GL

SC

HO

FIE

LDS

170

1104

BH

170

1104

SC

HO

FIE

LDS

GE

OT

EC

H.G

PJ

GL.

GD

T 1

7/1

1/17

2:

20:0

0 P

M -

dra

wn

by la

urie

whi

te a

t w

ww

.reu

ma

d.co

m.a

u


Gra

phic

Log

US

CS

Sym

bol

Moi

stur

e

TP4 / 0.0-0.1

TP4 / 0.6-0.7

U

D

Sam

ple

ID

Sam

ple

Typ

e

0.100

1.200

Z

Z

HC

Odo

ur

Nat

ural

Mat

eria

l Typ

e



No odour. No staining.PP=280kPa.


Exc

avat

ion

TOPSOIL- pale brown (5YR 5/2) and light brown(5YR 6/4).

CLAY, trace Sand- moderate reddish brown (10R4/6), 85% clay, 15% sand, high plasticity, hard.

CLAY, trace Sand- moderate reddish brown (10R4/6), mottled greyish brown (5Y 3/2), 85% clay,15% sand, high plasticity, stiff.

Weathered SHALE- greyish brown (5Y 3/2).


CH

CH

DS1TS1

damp

damp

Jar

Wat

er L

evel


Zero







J


Dep

th (

mB

GL)

0.5

1.0

1.5

2.0

2.5

3.0

Geotechnical Report

1 of 1

Client:

Log Drawn By:



1.70 m

Logged By:

1701104

Coles Group Ltd

Method:

Contractor:

Date:

12/10/2017

12/10/2017

Laurie White

[email protected]:

Warriewood NSW 2102




17/11/2017

Test Pit Log

Project Name:

12/10/2017

TP5

Location / Site:


Date Started:

Project Number:

Hole Depth:

Date Completed:

Sheet:

Hole ID.

Date:

Luke Sheppard


Met

hod

GL

SC

HO

FIE

LDS

170

1104

BH

170

1104

SC

HO

FIE

LDS

GE

OT

EC

H.G

PJ

GL.

GD

T 1

7/1

1/17

2:

20:0

3 P

M -

dra

wn

by la

urie

whi

te a

t w

ww

.reu

ma

d.co

m.a

u

Material DescriptionG

raph

ic L

og

US

CS

Sym

bol

DU

P /

TR

IP

Moi

stur

e

TP5 / 0.0-0.1U

Sam

ple

ID

Sam

ple

Typ

e

0.100

0.900

1.600

Z

HC

Odo

ur

Nat

ural

Mat

eria

l Typ

e





Exc

avat

ion



CLAY, trace Sand- moderate reddish brown (10R 4/6),mottled greyish brown (5Y 3/2), 85% clay, 15% sand, highplasticity, stiff.



CH

CH

damp

damp

Jar

Wat

er L

evel


Zero







J


Dep

th (

mB

GL)

0.5

1.0

1.5

2.0

2.5

3.0

Geotechnical Report

1 of 1

Client:

Log Drawn By:



1.30 m

Logged By:

1701104

Coles Group Ltd

Method:

Contractor:

Date:

12/10/2017

12/10/2017

Laurie White

[email protected]:

Warriewood NSW 2102




17/11/2017

Test Pit Log

Project Name:

12/10/2017

TP6

Location / Site:


Date Started:

Project Number:

Hole Depth:

Date Completed:

Sheet:

Hole ID.

Date:

Luke Sheppard


Met

hod

GL

SC

HO

FIE

LDS

170

1104

BH

170

1104

SC

HO

FIE

LDS

GE

OT

EC

H.G

PJ

GL.

GD

T 1

7/1

1/17

2:

20:0

5 P

M -

dra

wn

by la

urie

whi

te a

t w

ww

.reu

ma

d.co

m.a

u


Gra

phic

Log

US

CS

Sym

bol

Moi

stur

e

TP6 / 0.0-0.2U

Sam

ple

ID

Sam

ple

Typ

e

0.200

0.600

1.200

Z

HC

Odo

ur

Nat

ural

Mat

eria

l Typ

e



No odour. No staining.PP>500kPa


Exc

avat

ion

TOPSOIL- pale brown (5YR 5/2).

Clayey SAND- pale brown (5YR 5/2), 35% clay, 65%sand, medium dense.


CLAY, trace Sand- moderate reddish brown (10R 4/6),mottled light yellowish brown (10YR 6/4), 85% clay, 15%sand, high plasticity, hard.


SC

CH

CH

damp

damp

damp

Jar

Wat

er L

evel


Zero







J


Dep

th (

mB

GL)

0.5

1.0

1.5

2.0

2.5

3.0

Geotechnical Report

1 of 1

Client:

Log Drawn By:



1.20 m

Logged By:

1701104

Coles Group Ltd

Method:

Contractor:

Date:

12/10/2017

12/10/2017

Laurie White

[email protected]:

Warriewood NSW 2102




17/11/2017

Test Pit Log

Project Name:

12/10/2017

TP7

Location / Site:


Date Started:

Project Number:

Hole Depth:

Date Completed:

Sheet:

Hole ID.

Date:

Luke Sheppard


Met

hod

GL

SC

HO

FIE

LDS

170

1104

BH

170

1104

SC

HO

FIE

LDS

GE

OT

EC

H.G

PJ

GL.

GD

T 1

7/1

1/17

2:

20:0

8 P

M -

dra

wn

by la

urie

whi

te a

t w

ww

.reu

ma

d.co

m.a

u


Gra

phic

Log

US

CS

Sym

bol

Moi

stur

e

TP7 / 0.0-0.1U

Sam

ple

ID

Sam

ple

Typ

e

0.100

0.300

0.800

Z

HC

Odo

ur

Nat

ural

Mat

eria

l Typ

e





PP=450kPa

Exc

avat

ion




Sandy CLAY- moderate reddish brown (10R 4/6),mottled light yellowish brown (10YR 6/4), 65% clay, 35%sand, high plasticity, hard.


SC

CH

CH

damp

damp

damp

Jar

Wat

er L

evel


Zero







J


Dep

th (

mB

GL)

0.5

1.0

1.5

2.0

2.5

3.0

Geotechnical Report

1 of 1

Client:

Log Drawn By:



1.40 m

Logged By:

1701104

Coles Group Ltd

Method:

Contractor:

Date:

12/10/2017

12/10/2017

Laurie White

[email protected]:

Warriewood NSW 2102




17/11/2017

Test Pit Log

Project Name:

12/10/2017

TP8

Location / Site:


Date Started:

Project Number:

Hole Depth:

Date Completed:

Sheet:

Hole ID.

Date:

Luke Sheppard


Met

hod

GL

SC

HO

FIE

LDS

170

1104

BH

170

1104

SC

HO

FIE

LDS

GE

OT

EC

H.G

PJ

GL.

GD

T 1

7/1

1/17

2:

20:1

0 P

M -

dra

wn

by la

urie

whi

te a

t w

ww

.reu

ma

d.co

m.a

u


Gra

phic

Log

US

CS

Sym

bol

Moi

stur

e

TP8 / 0.0-0.1

TP8 / 0.6-0.7

U

D

Sam

ple

ID

Sam

ple

Typ

e

0.100

0.200

0.500

Z

Z

HC

Odo

ur

Nat

ural

Mat

eria

l Typ

e





Exc

avat

ion






SC

CH

damp

damp

Jar

Wat

er L

evel


Zero







J


Dep

th (

mB

GL)

0.5

1.0

1.5

2.0

2.5

3.0

Geotechnical Report

1 of 1

Client:

Log Drawn By:



1.30 m

Logged By:

1701104

Coles Group Ltd

Method:

Contractor:

Date:

12/10/2017

12/10/2017

Laurie White

[email protected]:

Warriewood NSW 2102




17/11/2017

Test Pit Log

Project Name:

12/10/2017

TP9

Location / Site:


Date Started:

Project Number:

Hole Depth:

Date Completed:

Sheet:

Hole ID.

Date:

Luke Sheppard


Met

hod

GL

SC

HO

FIE

LDS

170

1104

BH

170

1104

SC

HO

FIE

LDS

GE

OT

EC

H.G

PJ

GL.

GD

T 1

7/1

1/17

2:

20:1

3 P

M -

dra

wn

by la

urie

whi

te a

t w

ww

.reu

ma

d.co

m.a

u


Gra

phic

Log

US

CS

Sym

bol

Moi

stur

e

TP9 / 0.0-0.1U

Sam

ple

ID

Sam

ple

Typ

e

0.100

0.300

1.200

Z

HC

Odo

ur

Nat

ural

Mat

eria

l Typ

e




Exc

avat

ion



Weathered SHALE- moderate reddish brown (10R 4/6)and light yellowish brown (10YR 6/4).


CH

damp

Jar

Wat

er L

evel


Zero







J


Dep

th (

mB

GL)

0.5

1.0

1.5

2.0

2.5

3.0

Geotechnical Report

1 of 1

Client:

Log Drawn By:



1.20 m

Logged By:

1701104

Coles Group Ltd

Method:

Contractor:

Date:

12/10/2017

12/10/2017

Laurie White

[email protected]:

Warriewood NSW 2102




17/11/2017

Test Pit Log

Project Name:

12/10/2017

TP10

Location / Site:


Date Started:

Project Number:

Hole Depth:

Date Completed:

Sheet:

Hole ID.

Date:

Luke Sheppard


Met

hod

GL

SC

HO

FIE

LDS

170

1104

BH

170

1104

SC

HO

FIE

LDS

GE

OT

EC

H.G

PJ

GL.

GD

T 1

7/1

1/17

2:

20:1

5 P

M -

dra

wn

by la

urie

whi

te a

t w

ww

.reu

ma

d.co

m.a

u


Gra

phic

Log

US

CS

Sym

bol

Moi

stur

e

TP10 / 0.0-0.1U

Sam

ple

ID

Sam

ple

Typ

e

0.100

1.100

Z

HC

Odo

ur

Nat

ural

Mat

eria

l Typ

e




Exc

avat

ion



Weathered SHALE- light yellowish brown (10YR 6/4).


CH

damp

Jar

Wat

er L

evel


Zero







J


Dep

th (

mB

GL)

0.5

1.0

1.5

2.0

2.5

3.0

Geotechnical Report

1 of 1

Client:

Log Drawn By:



1.40 m

Logged By:

1701104

Coles Group Ltd

Method:

Contractor:

Date:

12/10/2017

12/10/2017

Laurie White

[email protected]:

Warriewood NSW 2102




17/11/2017

Test Pit Log

Project Name:

12/10/2017

TP11

Location / Site:


Date Started:

Project Number:

Hole Depth:

Date Completed:

Sheet:

Hole ID.

Date:

Luke Sheppard


Met

hod

GL

SC

HO

FIE

LDS

170

1104

BH

170

1104

SC

HO

FIE

LDS

GE

OT

EC

H.G

PJ

GL.

GD

T 1

7/1

1/17

2:

20:1

7 P

M -

dra

wn

by la

urie

whi

te a

t w

ww

.reu

ma

d.co

m.a

u


Gra

phic

Log

US

CS

Sym

bol

Moi

stur

e

TP11 / 0.0-0.1U

Sam

ple

ID

Sam

ple

Typ

e

0.200

1.300

Z

HC

Odo

ur

Nat

ural

Mat

eria

l Typ

e





Exc

avat

ion



CLAY, trace Sand- moderate reddish brown (10R 4/6),mottled greyish brown (5Y 3/2), 85% clay, 15% sand, highplasticity, hard.



CH

CH

damp

damp

Jar

Wat

er L

evel


Zero







J


Dep

th (

mB

GL)

0.5

1.0

1.5

2.0

2.5

3.0

Geotechnical Report

1 of 1

Client:

Log Drawn By:



1.30 m

Logged By:

1701104

Coles Group Ltd

Method:

Contractor:

Date:

12/10/2017

12/10/2017

Laurie White

[email protected]:

Warriewood NSW 2102




17/11/2017

Test Pit Log

Project Name:

12/10/2017

TP12

Location / Site:


Date Started:

Project Number:

Hole Depth:

Date Completed:

Sheet:

Hole ID.

Date:

Luke Sheppard


Met

hod

GL

SC

HO

FIE

LDS

170

1104

BH

170

1104

SC

HO

FIE

LDS

GE

OT

EC

H.G

PJ

GL.

GD

T 1

7/1

1/17

2:

20:2

0 P

M -

dra

wn

by la

urie

whi

te a

t w

ww

.reu

ma

d.co

m.a

u


Gra

phic

Log

US

CS

Sym

bol

Moi

stur

e

TP12 / 0.0-0.1

TP12 / 0.8-0.9

U

D

Sam

ple

ID

Sam

ple

Typ

e

0.200

0.800

1.200

Z

Z

HC

Odo

ur

Nat

ural

Mat

eria

l Typ

e





Exc

avat

ion


Sandy CLAY- moderate reddish brown (10R 4/6),mottled greyish orange (10YR 7/4), 65% clay, 35% sand,high plasticity, hard.

Clayey SAND- pale brown (5YR 5/2), 30% clay, 70%sand, high plasticity, medium dense.

Weathered SANDSTONE- moderate reddish brown(10R 4/6), mottled very light grey (N8).


CH

SC

damp

damp

Jar

Wat

er L

evel


Zero







J


Dep

th (

mB

GL)

0.5

1.0

1.5

2.0

2.5

3.0

Geotechnical Report

1 of 1

Client:

Log Drawn By:



1.10 m

Logged By:

1701104

Coles Group Ltd

Method:

Contractor:

Date:

12/10/2017

12/10/2017

Laurie White

[email protected]:

Warriewood NSW 2102




17/11/2017

Test Pit Log

Project Name:

12/10/2017

TP13

Location / Site:


Date Started:

Project Number:

Hole Depth:

Date Completed:

Sheet:

Hole ID.

Date:

Luke Sheppard


Met

hod

GL

SC

HO

FIE

LDS

170

1104

BH

170

1104

SC

HO

FIE

LDS

GE

OT

EC

H.G

PJ

GL.

GD

T 1

7/1

1/17

2:

20:2

2 P

M -

dra

wn

by la

urie

whi

te a

t w

ww

.reu

ma

d.co

m.a

u


Gra

phic

Log

US

CS

Sym

bol

Moi

stur

e

TP13 / 0.0-0.1U

Sam

ple

ID

Sam

ple

Typ

e

0.100

0.800

1.000

Z

HC

Odo

ur

Nat

ural

Mat

eria

l Typ

e





Exc

avat

ion


CLAY, trace Sand- greyish orange (10YR 7/4), 85%clay, 15% sand, high plasticity, hard.

CLAY, trace Sand- light yellowish brown (10YR 6/4),mottled moderate reddish brown (10R 4/6), 85% clay,15% sand, high plasticity, hard.



CH

CH

damp

damp

Jar

Wat

er L

evel


Zero







J


Dep

th (

mB

GL)

0.5

1.0

1.5

2.0

2.5

3.0

Geotechnical Report

1 of 1

Client:

Log Drawn By:



1.90 m

Logged By:

1701104

Coles Group Ltd

Method:

Contractor:

Date:

12/10/2017

12/10/2017

Laurie White

[email protected]:

Warriewood NSW 2102




17/11/2017

Test Pit Log

Project Name:

12/10/2017

TP14

Location / Site:


Date Started:

Project Number:

Hole Depth:

Date Completed:

Sheet:

Hole ID.

Date:

Luke Sheppard


Met

hod

GL

SC

HO

FIE

LDS

170

1104

BH

170

1104

SC

HO

FIE

LDS

GE

OT

EC

H.G

PJ

GL.

GD

T 1

7/1

1/17

2:

20:2

5 P

M -

dra

wn

by la

urie

whi

te a

t w

ww

.reu

ma

d.co

m.a

u


Gra

phic

Log

US

CS

Sym

bol

Moi

stur

e

TP14 / 0.0-0.1U

Sam

ple

ID

Sam

ple

Typ

e

0.200

1.200

1.800

Z

HC

Odo

ur

Nat

ural

Mat

eria

l Typ

e




Exc

avat

ion


Sandy CLAY- moderate reddish brown (10R 4/6), 65% clay,35% sand, high plasticity, hard.

Weathered SANDSTONE- moderate reddish brown (10R 4/6),mottled moderate orange pink (10R 7/4).


CH

damp

Jar

Wat

er L

evel


Zero





Strength TestingAdditional CommentsAbbreviationsLocation off grid due to fence. No surface sample taken. TP15a 0.0-0.1 taken in gridlocation.


J


Dep

th (

mB

GL)

0.5

1.0

1.5

2.0

2.5

3.0

Geotechnical Report

1 of 1

Client:

Log Drawn By:



1.20 m

Logged By:

1701104

Coles Group Ltd

Method:

Contractor:

Date:

12/10/2017

12/10/2017

Laurie White

[email protected]:

Warriewood NSW 2102




17/11/2017

Test Pit Log

Project Name:

12/10/2017

TP15

Location / Site:


Date Started:

Project Number:

Hole Depth:

Date Completed:

Sheet:

Hole ID.

Date:

Luke Sheppard


Met

hod

GL

SC

HO

FIE

LDS

170

1104

BH

170

1104

SC

HO

FIE

LDS

GE

OT

EC

H.G

PJ

GL.

GD

T 1

7/1

1/17

2:

20:2

7 P

M -

dra

wn

by la

urie

whi

te a

t w

ww

.reu

ma

d.co

m.a

u


Gra

phic

Log

US

CS

Sym

bol

Moi

stur

e

No Sample

Sam

ple

ID

0.200

1.100

Nat

ural

Mat

eria

l Typ

e





Exc

avat

ion



Sandy CLAY- pinkish grey (5YR 8/1), mottled darkyellowish orange (10YR 6/6), 65% clay, 35% sand, highplasticity, very stiff.

Weathered SHALE- pinkish grey (5YR 8/1), mottleddark yellowish orange (10YR 6/6).


CH

CH

damp

damp

Jar

Wat

er L

evel


Zero







J


Dep

th (

mB

GL)

0.5

1.0

1.5

2.0

2.5

3.0

Geotechnical Report

1 of 1

Client:

Log Drawn By:



2.20 m

Logged By:

1701104

Coles Group Ltd

Method:

Contractor:

Date:

12/10/2017

12/10/2017

Laurie White

[email protected]:

Warriewood NSW 2102




17/11/2017

Test Pit Log

Project Name:

12/10/2017

TP16

Location / Site:


Date Started:

Project Number:

Hole Depth:

Date Completed:

Sheet:

Hole ID.

Date:

Luke Sheppard


Met

hod

GL

SC

HO

FIE

LDS

170

1104

BH

170

1104

SC

HO

FIE

LDS

GE

OT

EC

H.G

PJ

GL.

GD

T 1

7/1

1/17

2:

20:3

0 P

M -

dra

wn

by la

urie

whi

te a

t w

ww

.reu

ma

d.co

m.a

u


Gra

phic

Log

US

CS

Sym

bol

Moi

stur

e

TP16 / 0.0-0.1

TP16 / 0.6-0.7

U

D

Sam

ple

ID

Sam

ple

Typ

e

0.100

1.200

2.100

Z

Z

HC

Odo

ur

Nat

ural

Mat

eria

l Typ

e



Exc

avat

ion




CH

damp

Jar

Wat

er L

evel


Zero







J


Dep

th (

mB

GL)

0.5

1.0

1.5

2.0

2.5

3.0

Geotechnical Report

1 of 1

Client:

Log Drawn By:



0.50 m

Logged By:

1701104

Coles Group Ltd

Method:

Contractor:

Date:

12/10/2017

12/10/2017

Laurie White

[email protected]:

Warriewood NSW 2102




17/11/2017

Test Pit Log

Project Name:

12/10/2017

TP17

Location / Site:


Date Started:

Project Number:

Hole Depth:

Date Completed:

Sheet:

Hole ID.

Date:

Luke Sheppard


Met

hod

GL

SC

HO

FIE

LDS

170

1104

BH

170

1104

SC

HO

FIE

LDS

GE

OT

EC

H.G

PJ

GL.

GD

T 1

7/1

1/17

2:

20:3

2 P

M -

dra

wn

by la

urie

whi

te a

t w

ww

.reu

ma

d.co

m.a

u


Gra

phic

Log

US

CS

Sym

bol

Moi

stur

e

CBRTP17 /0.2-0.5B

Sam

ple

ID

Sam

ple

Typ

e

0.200

Z

HC

Odo

ur

Nat

ural

Mat

eria

l Typ

e



Exc

avat

ion




CH

damp

Jar

Wat

er L

evel


Zero





Strength TestingAdditional CommentsAbbreviationsMineral fibre pipe / tile fragments on surface near test pit.


J


Dep

th (

mB

GL)

0.5

1.0

1.5

2.0

2.5

3.0

Geotechnical Report

1 of 1

Client:

Log Drawn By:



0.50 m

Logged By:

1701104

Coles Group Ltd

Method:

Contractor:

Date:

12/10/2017

12/10/2017

Laurie White

[email protected]:

Warriewood NSW 2102




17/11/2017

Test Pit Log

Project Name:

12/10/2017

TP18

Location / Site:


Date Started:

Project Number:

Hole Depth:

Date Completed:

Sheet:

Hole ID.

Date:

Luke Sheppard


Met

hod

GL

SC

HO

FIE

LDS

170

1104

BH

170

1104

SC

HO

FIE

LDS

GE

OT

EC

H.G

PJ

GL.

GD

T 1

7/1

1/17

2:

20:3

4 P

M -

dra

wn

by la

urie

whi

te a

t w

ww

.reu

ma

d.co

m.a

u


Gra

phic

Log

US

CS

Sym

bol

Moi

stur

e

CBRTP18 /0.3-0.5B

Sam

ple

ID

Sam

ple

Typ

e

0.100

Z

HC

Odo

ur

Nat

ural

Mat

eria

l Typ

e



Exc

avat

ion


CLAY, trace Sand- moderate reddish brown (10R 4/6),85% clay, 15% sand, medium plasticity, firm.


CL

damp

Jar

Wat

er L

evel


Zero







J


Dep

th (

mB

GL)

0.5

1.0

1.5

2.0

2.5

3.0

Geotechnical Report

1 of 1

Client:

Log Drawn By:



0.50 m

Logged By:

1701104

Coles Group Ltd

Method:

Contractor:

Date:

12/10/2017

12/10/2017

Laurie White

[email protected]:

Warriewood NSW 2102




17/11/2017

Test Pit Log

Project Name:

12/10/2017

TP19

Location / Site:


Date Started:

Project Number:

Hole Depth:

Date Completed:

Sheet:

Hole ID.

Date:

Luke Sheppard


Met

hod

GL

SC

HO

FIE

LDS

170

1104

BH

170

1104

SC

HO

FIE

LDS

GE

OT

EC

H.G

PJ

GL.

GD

T 1

7/1

1/17

2:

20:3

7 P

M -

dra

wn

by la

urie

whi

te a

t w

ww

.reu

ma

d.co

m.a

u


Gra

phic

Log

US

CS

Sym

bol

Moi

stur

e

CBRTP19 /0.2-0.5B

Sam

ple

ID

Sam

ple

Typ

e

0.200

Z

HC

Odo

ur

Nat

ural

Mat

eria

l Typ

e





Exc

avat

ion


Silty SAND- pale brown (5YR 5/2), 30% silt, 70% sand,loose.

Sandy CLAY- moderate reddish brown (10R 4/6), 65%clay, 35% sand, high plasticity, hard.

Weathered SANDSTONE- light yellowish brown (10YR6/4).


SM

CH

damp

damp

Jar

Wat

er L

evel


Zero







J


Dep

th (

mB

GL)

0.5

1.0

1.5

2.0

2.5

3.0

Geotechnical Report

1 of 1

Client:

Log Drawn By:



1.30 m

Logged By:

1701104

Coles Group Ltd

Method:

Contractor:

Date:

12/10/2017

12/10/2017

Laurie White

[email protected]:

Warriewood NSW 2102




17/11/2017

Test Pit Log

Project Name:

12/10/2017

TP20

Location / Site:


Date Started:

Project Number:

Hole Depth:

Date Completed:

Sheet:

Hole ID.

Date:

Luke Sheppard


Met

hod

GL

SC

HO

FIE

LDS

170

1104

BH

170

1104

SC

HO

FIE

LDS

GE

OT

EC

H.G

PJ

GL.

GD

T 1

7/1

1/17

2:

20:3

9 P

M -

dra

wn

by la

urie

whi

te a

t w

ww

.reu

ma

d.co

m.a

u


Gra

phic

Log

US

CS

Sym

bol

Moi

stur

e

CBRTP20 /0.2-0.5B

Sam

ple

ID

Sam

ple

Typ

e

0.100

0.300

1.200

Z

HC

Odo

ur

Nat

ural

Mat

eria

l Typ

e



Exc

avat

ion


CLAY, trace Sand- moderate reddish brown (10R 4/6), mottled light yellowishbrown (10YR 6/4), 85% clay, 15% sand, high plasticity, hard.


CH

damp

Jar

Wat

er L

evel


Zero







J


Dep

th (

mB

GL)

0.5

1.0

1.5

2.0

2.5

3.0

Geotechnical Report

1 of 1

Client:

Log Drawn By:



2.10 m

Logged By:

1701104

Coles Group Ltd

Method:

Contractor:

Date:

12/10/2017

12/10/2017

Laurie White

[email protected]:

Warriewood NSW 2102




17/11/2017

Test Pit Log

Project Name:

12/10/2017

TP21

Location / Site:


Date Started:

Project Number:

Hole Depth:

Date Completed:

Sheet:

Hole ID.

Date:

Luke Sheppard


Met

hod

GL

SC

HO

FIE

LDS

170

1104

BH

170

1104

SC

HO

FIE

LDS

GE

OT

EC

H.G

PJ

GL.

GD

T 1

7/1

1/17

2:

20:4

1 P

M -

dra

wn

by la

urie

whi

te a

t w

ww

.reu

ma

d.co

m.a

u


Gra

phic

Log

US

CS

Sym

bol

Moi

stur

e

0.100

Nat

ural

Mat

eria

l Typ

e

ATTACHMENT C

CORE PHOTOGRAPHS

Boring BH105 – NMLC core from 4.28–6.12 mbg



ATTACHMENT D

9,12,13N = 25

25/50mmrefusal

A

A

A

S

A

A

AS

A

A

TOPSOIL - grey brown, silty clay(topsoil) with trace of gravel andgrass rootlets, moist

CLAY - stiff to very stiff, red brownclay with trace of silt and ironstonegravel, moist

SHALY CLAY - very stiff, mottledorange, light grey, shaly clay withironstone bands, damp

SILTSTONE - extremely low to verylow strength, grey brown siltstonewith some low strength bands

SILTSTONE - very low to lowstrength, brown siltstone with somelow to medium strength bands

SILTSTONE - low strength, lightgrey siltstone with some mediumstrength bands

Bore discontinued at 4.0m

0.25

0.7

1.15

2.0

2.75

4.0

Wat

er

Degree ofWeathering

EW

HW

MW

SW

FS

FR

Description

of

Strata

FractureSpacing

(m)

0.01

Depth(m) B - Bedding

S - Shear

RockStrength

Typ

e

Sampling & In Situ Testing

Ex

Low

Ver

y Lo

wLo

w

Med

ium

Hig

h

Ver

y H

igh

Ex

Hig

h

0.10

0.50

1.00 R

QD

%

Cor

eR

ec. %

Gra

phic

Log

1

2

3

4

J - Joint

F - Fault

RL

3332

3130

29

Test Results&

Comments0.05

Discontinuities

BOREHOLE LOG BOREHOLE LOG BOREHOLE LOG BOREHOLE LOG BOREHOLE LOG BOREHOLE LOG BOREHOLE LOG CLIENT:PROJECT:LOCATION:

Coles Group Property DevelopmentsNew Coles SupermarketPelican Road, Schofields

SAMPLING & IN SITU TESTING LEGENDA Auger sample G Gas sample PID Photo ionisation detector (ppm)B Bulk sample P Piston sample PL(A) Point load axial test Is(50) (MPa)BLK Block sample Ux Tube sample (x mm dia.) PL(D) Point load diametral test Is(50) (MPa)C Core drilling W Water sample pp Pocket penetrometer (kPa)D Disturbed sample Water seep S Standard penetration testE Environmental sample Water level V Shear vane (kPa)

BORE No: 1PROJECT No: 72397DATE: 3/5/2011SHEET 1 OF 1

WATER OBSERVATIONS: No free groundwater observed whilst augering

TYPE OF BORING: Solid flight auger to 4.0m

RIG: Scout 2 DRILLER: J Simon

REMARKS:

LOGGED: SI CASING: Uncased

SURFACE LEVEL: 33.4 AHDEASTING:NORTHING:DIP/AZIMUTH: 90°/--

7,18,26N = 44

25/90mmrefusal

25/90mmrefusal

A

A

A

S

A

A

AS

A

AS

TOPSOIL - grey clay (topsoil) withtrace of silt, fine gravel and grassrootlets, moist

CLAY - red brown clay with trace ofironstone gravel, moist

SILTSTONE - extremely lowstrength, light grey and brownsiltstone with ironstone bands

SILTSTONE - very low to lowstrength, grey brown siltstone. Somelow strength bands

SILTSTONE - low strength, greybrown siltstone. Some mediumstrength bands


0.25

0.7

2.0

3.0

4.09

Wat

er

Degree ofWeathering

EW

HW

MW

SW

FS

FR

Description

of

Strata

FractureSpacing

(m)

0.01


S - Shear

RockStrength

Typ

e


Ex

Low

Ver

y Lo

wLo

w

Med

ium

Hig

h

Ver

y H

igh

Ex

Hig

h

0.10

0.50

1.00 R

QD

%

Cor

eR

ec. %

Gra

phic

Log

1

2

3

4

J - Joint

F - Fault

RL

3332

3130

29

Test Results&

Comments0.05

Discontinuities







RIG: Scout DRILLER: J Simon

REMARKS:



5,15,24N = 39

25/70mmrefusal

A

A

A

S

A

A

AS

A

A

TOPSOIL - grey to grey brown, siltyclay (topsoil) with trace of fine graveland grass rootlets, moist

CLAY - stiff, red brown clay, slightlysilty, with trace of ironstone gravel,moist

SHALY CLAY - hard, mottledorange, light grey, shaly clay withironstone bands, damp

SILTSTONE - very low to lowstrength, grey brown siltstone withlow to medium strength bands

SILTSTONE - low strength, lightgrey siltstone with some mediumstrength bands


0.15

0.9

1.3

3.4

4.0

Wat

er

Degree ofWeathering

EW

HW

MW

SW

FS

FR

Description

of

Strata

FractureSpacing

(m)

0.01


S - Shear

RockStrength

Typ

e


Ex

Low

Ver

y Lo

wLo

w

Med

ium

Hig

h

Ver

y H

igh

Ex

Hig

h

0.10

0.50

1.00 R

QD

%

Cor

eR

ec. %

Gra

phic

Log

1

2

3

4

J - Joint

F - Fault

RL

3231

3029

28

Test Results&

Comments0.05

Discontinuities








REMARKS:



6,19,16N = 35

25/50mmrefusal

A

A

A

S

A

A

AS

A

A

SILTY CLAY - grey brown, silty claywith some fine gravel, moist

CLAY - red brown clay, slightly silty,with trace of ironstone gravel, moist

SHALY CLAY - hard, grey brownand light brown, shaly clay withironstone bands (possible extremelylow strength siltstone)

SILTSTONE - very low strength,grey to grey brown siltstone withsome low strength bands

SILTSTONE - low strength, greysiltstone with some medium strengthbands


0.3

0.7

1.4

3.0

4.0

Wat

er

Degree ofWeathering

EW

HW

MW

SW

FS

FR

Description

of

Strata

FractureSpacing

(m)

0.01


S - Shear

RockStrength

Typ

e


Ex

Low

Ver

y Lo

wLo

w

Med

ium

Hig

h

Ver

y H

igh

Ex

Hig

h

0.10

0.50

1.00 R

QD

%

Cor

eR

ec. %

Gra

phic

Log

1

2

3

4

J - Joint

F - Fault

RL

3130

2928

27

Test Results&

Comments0.05

Discontinuities








REMARKS:



1,5,8N = 13

25/80mmrefusal

A

A

A

S

A

A

AS

A

A

SILTY CLAY - grey to dark grey, siltyclay with some fine gravel, wet(possible filling)

SILTY CLAY - mottled orange redbrown and light grey, silty clay withtrace of ironstone gravel, moist

1.0m: becoming stiff silty clay

CLAY - firm, light brown clay withtrace of silt and ironstone gravel, wet

SILTSTONE - very low to lowstrength, light grey brown siltstone.Some low to medium strength bands

SILTSTONE - low to mediumstrength, light grey siltstone


0.3

1.5

2.25

3.35

4.0

Wat

er

Degree ofWeathering

EW

HW

MW

SW

FS

FR

Description

of

Strata

FractureSpacing

(m)

0.01


S - Shear

RockStrength

Typ

e


Ex

Low

Ver

y Lo

wLo

w

Med

ium

Hig

h

Ver

y H

igh

Ex

Hig

h

0.10

0.50

1.00 R

QD

%

Cor

eR

ec. %

Gra

phic

Log

1

2

3

4

J - Joint

F - Fault

RL

3029

2827

26

Test Results&

Comments0.05

Discontinuities





WATER OBSERVATIONS: Free groundwater observed at 0.5m whilst augering



REMARKS:



3,4,9N = 13

19,28,25/70mmrefusal

A

B

A

A

S

A

A

A

S

TOPSOIL - grey to dark grey, siltyclay (topsoil) with some organicmatter and grass rootlets, moist

CLAY - stiff, red brown clay with atrace of silt and ironstone gravel,moist

SHALY CLAY - stiff, light grey brownthen light grey, shaly clay, damp

SILTSTONE - extremely low to verylow strength, grey brown siltstonewith some low to medium strengthironstone bands

SILTSTONE - very low strength,light grey brown, siltstone withmedium strength bands


0.15

0.85

1.4

2.25

2.87

Wat

er

Degree ofWeathering

EW

HW

MW

SW

FS

FR

Description

of

Strata

FractureSpacing

(m)

0.01


S - Shear

RockStrength

Typ

e


Ex

Low

Ver

y Lo

wLo

w

Med

ium

Hig

h

Ver

y H

igh

Ex

Hig

h

0.10

0.50

1.00 R

QD

%

Cor

eR

ec. %

Gra

phic

Log

1

2

3

4

J - Joint

F - Fault

RL

3332

3130

29

Test Results&

Comments0.05

Discontinuities








REMARKS:



6,9,14N = 23

8,16,25/120mmrefusal

A

A

A

S

A

A

A

S

TOPSOIL - dark grey, silty clay(topsoil) with some grass rootlets,moist


SHALY CLAY - very stiff, light greyand brown, shaly clay with trace ofironstone band, damp

SILTSTONE - very low strength,light grey to dark grey siltstone withsome low strength bands


0.25

0.6

2.0

2.92

Wat

er

Degree ofWeathering

EW

HW

MW

SW

FS

FR

Description

of

Strata

FractureSpacing

(m)

0.01


S - Shear

RockStrength

Typ

e


Ex

Low

Ver

y Lo

wLo

w

Med

ium

Hig

h

Ver

y H

igh

Ex

Hig

h

0.10

0.50

1.00 R

QD

%

Cor

eR

ec. %

Gra

phic

Log

1

2

3

4

J - Joint

F - Fault

RL

3130

2928

27

Test Results&

Comments0.05

Discontinuities








REMARKS:



4,7,11N = 18

25/30mmrefusal

A

B

A

A

S

A

A

AS

TOPSOIL - dark grey, silty clay(topsoil) with some grass rootlets,moist


SILTY CLAY - very stiff, mottledorange brown and light grey, siltyclay with trace of ironstone gravel,damp to moist

SHALY CLAY - very stiff, light brownshaly clay with ironstone band,damp

SILTSTONE - very low to lowstrength, light brown siltstone withlow to medium strength bands


0.25

0.9

1.6

2.1

2.53

Wat

er

Degree ofWeathering

EW

HW

MW

SW

FS

FR

Description

of

Strata

FractureSpacing

(m)

0.01


S - Shear

RockStrength

Typ

e


Ex

Low

Ver

y Lo

wLo

w

Med

ium

Hig

h

Ver

y H

igh

Ex

Hig

h

0.10

0.50

1.00 R

QD

%

Cor

eR

ec. %

Gra

phic

Log

1

2

3

4

J - Joint

F - Fault

RL

3433

3231

30

Test Results&

Comments0.05

Discontinuities








REMARKS:



5,12,26N = 38

A

B

A

A

S

A

A

A

SILTY CLAY - grey and grey brown,silty clay with trace of fine gravel,moist


SILTY CLAY - very stiff to hard,orange brown silty clay withironstone gravel, damp

SANDSTONE/LAMINITE - very lowstrength, light grey to grey, finegrained sandstone/laminite


0.2

0.8

1.3

2.5

Wat

er

Degree ofWeathering

EW

HW

MW

SW

FS

FR

Description

of

Strata

FractureSpacing

(m)

0.01


S - Shear

RockStrength

Typ

e


Ex

Low

Ver

y Lo

wLo

w

Med

ium

Hig

h

Ver

y H

igh

Ex

Hig

h

0.10

0.50

1.00 R

QD

%

Cor

eR

ec. %

Gra

phic

Log

1

2

3

4

J - Joint

F - Fault

RL

3433

3231

30

Test Results&

Comments0.05

Discontinuities








REMARKS:



14,25/50mmrefusal

25/20mmrefusal

A

B

A

A

S

A

A

AS

TOPSOIL - dark grey brown, siltyclay (topsoil) with some grassrootlets, moist

CLAY - red brown clay with trace ofsilt and ironstone gravel, moist

SHALY CLAY - very stiff to hard,light grey brown to red brown, shalyclay with trace of ironstone gravel,damp

SANDSTONE - very low strength,light grey, fine grained sandstone

SANDSTONE - very low to lowstrength, grey brown, fine grainedsandstone with low to mediumstrength bands


0.25

0.7

1.3

2.2

2.52

Wat

er

Degree ofWeathering

EW

HW

MW

SW

FS

FR

Description

of

Strata

FractureSpacing

(m)

0.01


S - Shear

RockStrength

Typ

e


Ex

Low

Ver

y Lo

wLo

w

Med

ium

Hig

h

Ver

y H

igh

Ex

Hig

h

0.10

0.50

1.00 R

QD

%

Cor

eR

ec. %

Gra

phic

Log

1

2

3

4

J - Joint

F - Fault

RL

3433

3231

30

Test Results&

Comments0.05

Discontinuities








REMARKS:



ATTACHMENT E

Client:

Project:

Job No.:

Test Procedure:

Sampling:

Preparation:

Compaction and Placement Data

Compaction Used Standard Dry Density

Maximum Dry Density t/m3 1.75 At Compaction 1.73 t/m

3 99.0 % Comp.

Optimum Moisture Content % 17.8 After Soaking t/m31.71 t/m3 98.0 % Comp.

No. of Layers 3 Moisture Content Moisture Ratio (%)

Blows per Layer 53 At Compaction % 17.8 100

Drop of Rammer mm 300 After Soaking % 20.1 113

Mass of Rammer kg 2.7 After Penetration (Top 30mm) % 23.5 132

Surcharge Used kg 4.5 After Penetration (Entire Depth) % 19.0 107

% Ret. 19mm Sieve 0 Swell After 4 Days Soaking %% 1.8

Note: material coarser than +19mm Sieve was discarded (as per test method)

California Bearing Ratio

CBR (4-day Soaked) = 4.5 % at 2.5 mm Penetration

Date:

Sampled by Client

AS1289 6.1.1 Soil strength and consolidation tests - Determination of the California Bearing Ratio of a soil - Standard laboratory method for a remoulded specimen

CALIFORNIA BEARING RATIO REPORT

Geo-Logix Pty Ltd

Address:Building Q2, Level 3, 2309/4 Daydream St,

Warriewood, NSW 2102

U8 10 Bradford Street

Alexandria NSW 2015

Prepared in accordance with the test method

Source:

Sample Description:

Report No.:

Lab No.:

AS1289 5.1.1 Soil compaction and density tests - Determination of the dry density/moisture content relationship of a soil using standard compactive effort

Schofields PO2223 (1701104)

S17425

Silty CLAY

S28726-CBR

S28726

TP17 0.2-0.5m

Unknown

AS1289 2.1.1 Soil moisture content tests - Determination of the moisture content of a soil - Oven drying method (standard method

Date Sampled:

Macquarie Geotechnical

Lo

ad

(K

N)

16/11/2017

Authorised Signatory:

Chris Lloyd

Penetration (mm)

NATA Accredited Laboratory Number: 14874

Notes:

0

0.2

0.4

0.6

0.8

1

1.2

1.4

1.6

0.00 1.00 2.00 3.00 4.00 5.00 6.00 7.00 8.00 9.00 10.00 11.00 12.00 13.00

The results of the tests, calibrations and/or measurements includedin this document are traceable to Australian/national standards.Accredited for compliance with ISO/IEC 17025. This document shallnot be reproduced, except in full.

Report Form: CBR-Rta Issue 1 - Revision A - Issue Date 1/2/12 Page1of1

Client: Source:

Project: Report No:

Job No: Lab No:

Test Procedure: AS1289.5.1.1 Determination of the dry density/moisture content relation of a soil using standard compactive effort

AS1289.2.1.1 Determination of the moisture content of a soil - Oven drying method (Standard method)

Sampling:



DRY DENSITY / OPTIMUM MOISTURE CONTENT REPORT

Preparation:

Silty CLAYBuilding Q2, Level 3, 2309/4 Daydream St, Warriewood,

NSW 2102Address:

S28726-MDD

S28726

UnknownDate Sampled:

S17425

Sampled by Client


Sample

Description:


Geo-Logix Pty Ltd TP17 0.2-0.5m


Alexandria NSW 2015

Maximum Dry Density (t/m3)

Optimum Moisture Content (%)

Percentage Oversize on 19mm sieve (%)

Percentage Oversize on 37.5mm sieve (%)

1.749

17.8

0

0


Date:

16/11/2017

Chris Lloyd


1.65

1.67

1.69

1.71

1.73

1.75

1.77

15.0 16.0 17.0 18.0 19.0 20.0 21.0

Stan

dar

d D

ry D

en

sity

(t/

m3

)

Moisture Content (%)

Dry Density/Moisture Content Relationship

Report Form:MDD Issue 1 - Revision F - Issue Date 25/10/15 Page1of1

Client: Source:

Project: Report No:

Job No: Lab No:

Test Procedure: AS1289 2.1.1

AS1289 3.1.1

AS1289 3.1.2 Soil classification tests - Determination of the liquid limit if a soil - One point Casagrande method (subsidiary method)

AS1289 3.2.1

AS1289 3.3.1

AS1289 3.4.1

Sampling:

Liquid Limit (%): 55 Linear Shrinkage (%): 12.0

Plastic Limit (%): 17 Plastic Index: 38

Field Moisture Content (%): -

Soil Preparation Method:

Soil History:



SOIL CLASSIFICATION REPORT

Preparation:


NSW 2102Address:

Soil classification tests - Determination of the linear shrinkage of a soil - Standard method

S28726-PI

S28726


Soil classification tests - Determination of the plastic limit of a soil - Standard method

S17425

Soil moisture content tests (Oven drying method)


Sampled by Client


Sample

Description:

Soil classification tests - Determination of the liquid limit of a soil - Four point casagrande method


Chris Lloyd

Soil classification tests - Calculation of the plasticity Index of a soil

Air Dried

Soil Condition:

Dry Sieved

Linear


Alexandria NSW 2015


Date:

16/11/2017

The results of the tests, calibrations and/or measurements included in thisdocument are traceable to Australian/national standards. Accredited forcompliance with ISO/IEC 17025. This document shall not be reproduced,except in full.

Inorganic Silts and Clays

0

5

10

15

20

25

30

35

40

10 20 30 40 50 60 70 80

Pla

sti

cit

y I

nd

ex %

Liquid Limit %

Plasticity Chart for Classification of Fine-grained Soils

Clay

Silt

Report Form:PI LS Issue 1 - Revision F - Issue Date 22/02/17 Page1of1

Client:

Project:

Job No.:

Test Procedure:

Sampling:

Preparation:




3 100.0 % Comp.











Date:

Sampled by Client



Geo-Logix Pty Ltd




Alexandria NSW 2015


Source:

Sample Description:

Report No.:

Lab No.:



S17425

Silty CLAY

S28727-CBR

S28727

TP18 0.1-0.4m

Unknown


Date Sampled:


Lo

ad

(K

N)

16/11/2017


Chris Lloyd

Penetration (mm)


Notes:

0

0.2

0.4

0.6

0.8

1

1.2

1.4

1.6

0.00 1.00 2.00 3.00 4.00 5.00 6.00 7.00 8.00 9.00 10.00 11.00 12.00 13.00



Client: Source:

Project: Report No:

Job No: Lab No:



Sampling:




Preparation:


NSW 2102Address:

S28727-MDD

S28727


S17425

Sampled by Client


Sample

Description:




Alexandria NSW 2015





1.670

18.6

0

0


Date:

16/11/2017

Chris Lloyd


1.56

1.58

1.60

1.62

1.64

1.66

1.68

17.0 18.0 19.0 20.0 21.0 22.0 23.0

Stan

dar

d D

ry D

en

sity

(t/

m3

)




Client: Source:

Project: Report No:

Job No: Lab No:


AS1289 3.1.1


AS1289 3.2.1

AS1289 3.3.1

AS1289 3.4.1

Sampling:





Soil History:




Preparation:


NSW 2102Address:


S28727-PI

S28727



S17425



Sampled by Client


Sample

Description:



Chris Lloyd


Air Dried

Soil Condition:

Dry Sieved

Linear


Alexandria NSW 2015


Date:

16/11/2017



0

5

10

15

20

25

30

35

40

10 20 30 40 50 60 70 80

Pla

sti

cit

y I

nd

ex %

Liquid Limit %


Clay

Silt


Client:

Project:

Job No.:

Test Procedure:

Sampling:

Preparation:




3 101.0 % Comp.











Date:

Sampled by Client



Geo-Logix Pty Ltd




Alexandria NSW 2015


Source:

Sample Description:

Report No.:

Lab No.:



S17425

Silty CLAY

S28728-CBR

S28728

TP19 0.2-0.5m

Unknown


Date Sampled:


Lo

ad

(K

N)

16/11/2017


Chris Lloyd

Penetration (mm)


Notes:

0

0.2

0.4

0.6

0.8

1

1.2

1.4

1.6

1.8

0.00 1.00 2.00 3.00 4.00 5.00 6.00 7.00 8.00 9.00 10.00 11.00 12.00 13.00



Client: Source:

Project: Report No:

Job No: Lab No:



Sampling:




Preparation:


NSW 2102Address:

S28728-MDD

S28728


S17425

Sampled by Client


Sample

Description:




Alexandria NSW 2015





1.641

20.6

1

0


Date:

16/11/2017

Chris Lloyd


1.50

1.52

1.54

1.56

1.58

1.60

1.62

1.64

1.66

17.0 18.0 19.0 20.0 21.0 22.0 23.0

Stan

dar

d D

ry D

en

sity

(t/

m3

)




Client: Source:

Project: Report No:

Job No: Lab No:


AS1289 3.1.1


AS1289 3.2.1

AS1289 3.3.1

AS1289 3.4.1

Sampling:





Soil History:




Preparation:


NSW 2102Address:


S28728-PI

S28728



S17425



Sampled by Client


Sample

Description:



Chris Lloyd


Oven Dried

Soil Condition:

Dry Sieved

Curling Occuring


Alexandria NSW 2015


Date:

16/11/2017



0

10

20

30

40

50

60

10 20 30 40 50 60 70 80

Pla

sti

cit

y I

nd

ex %

Liquid Limit %


Clay

Silt


Client:

Project:

Job No.:

Test Procedure:

Sampling:

Preparation:




3 100.0 % Comp.











Date:

Sampled by Client



Geo-Logix Pty Ltd




Alexandria NSW 2015


Source:

Sample Description:

Report No.:

Lab No.:



S17425

Silty CLAY

S28729-CBR

S28729

TP20 0.2-0.5m

Unknown


Date Sampled:


Lo

ad

(K

N)

16/11/2017


Chris Lloyd

Penetration (mm)


Notes:

0

0.5

1

1.5

2

2.5

0.00 1.00 2.00 3.00 4.00 5.00 6.00 7.00 8.00 9.00 10.00 11.00 12.00 13.00



Client: Source:

Project: Report No:

Job No: Lab No:



Sampling:




Preparation:


NSW 2102Address:

S28729-MDD

S28729


S17425

Sampled by Client


Sample

Description:




Alexandria NSW 2015





1.448

28.5

0

0


Date:

16/11/2017

Chris Lloyd


1.38

1.39

1.40

1.41

1.42

1.43

1.44

1.45

1.46

26.0 27.0 28.0 29.0 30.0 31.0 32.0 33.0

Stan

dar

d D

ry D

en

sity

(t/

m3

)




Client: Source:

Project: Report No:

Job No: Lab No:


AS1289 3.1.1


AS1289 3.2.1

AS1289 3.3.1

AS1289 3.4.1

Sampling:





Soil History:




Preparation:


NSW 2102Address:


S28729-PI

S28729



S17425



Sampled by Client


Sample

Description:



Chris Lloyd


Oven Dried

Soil Condition:

Dry Sieved

Curling Occuring


Alexandria NSW 2015


Date:

16/11/2017



0

10

20

30

40

50

60

10 20 30 40 50 60 70 80 90

Pla

sti

cit

y I

nd

ex %

Liquid Limit %


Clay

Silt


Client: Source:

Project: Report No:

Job No: Lab No:


Sampling:

Swell Test:

Swell on Saturation(ESW): 8.37

Moisture Content Before Test (%): 20.2

Moisture Content After Test (%): 32.6

Shrink Test:

Shrinkage on Drying (ESH%): 2.7

Estimated Inert Material Present (%): 10.0

Extent of Crumbling During Shrinkage: Nil

Extent of Cracking During Shrinkage: Nil

Moisture Content (%) 16.1

Shrink Swell Preparation:

Shrink Swell Index:

Iss: 3.8




Date:

16/11/2017


Chris Lloyd


Alexandria NSW 2015

SHRINK SWELL INDEX REPORT

Preparation:


NSW 2102Address:

S28730-SS

S28730


S17425

Soil reactivity tests- Determination of the shrinkage index of a soil - Shrink-swell index

Sampled by Client


Sample

Description:

Notes:

Geo-Logix Pty Ltd BH101 1-1.35m

Undisturbed


Report Form: SS Issue 1 - Revision C - Issue Date 30/11/15 Page1of1

Client: Source:

Project: Report No:

Job No: Lab No:


Sampling:

Swell Test:




Shrink Test:




Extent of Cracking During Shrinkage: Mild



Shrink Swell Index:

Iss: 2.1




Date:

16/11/2017


Chris Lloyd


Alexandria NSW 2015


Preparation:


NSW 2102Address:

S28731-SS

S28731


S17425


Sampled by Client


Sample

Description:

Notes:

Geo-Logix Pty Ltd BH103 0.5-0.8m

Undisturbed



Client: Source:

Project: Report No:

Job No: Lab No:


Sampling:

Swell Test:




Shrink Test:







Shrink Swell Index:

Iss: 2.5




Date:

16/11/2017


Chris Lloyd


Alexandria NSW 2015


Preparation:


NSW 2102Address:

S28732-SS

S28732


S17425


Sampled by Client


Sample

Description:

Notes:


Undisturbed



Client: Source:

Project: Report No:

Job No: Lab No:


Sampling:

Swell Test:




Shrink Test:







Shrink Swell Index:

Iss: 2.4




Date:

16/11/2017


Chris Lloyd


Alexandria NSW 2015


Preparation:


NSW 2102Address:

S28733-SS

S28733


S17425


Sampled by Client


Sample

Description:

Notes:


Undisturbed



Client:

Moisture

Content

Condition:

Project: Report No:

Job No: Date Tested:

Test Procedure: AS4133 4.1

Sampling:

Sample

NumberSample Description

Average Width

(mm)

Platen

Separation

(mm)

Failure

Load

(kN)

Point Load

Index Is(50)

(MPa)

Failure Mode

- 49.0 1.89 0.78 1

51.0 22.0 0.94 0.58 1

- 49.0 0.66 0.27 1

51.0 23.0 2.05 1.22 1

- 49.0 0.76 0.31 1

51.0 30.0 5.16 2.50 1

- 49.0 0.48 0.20 1

51.0 27.0 2.64 1.39 1

- 45.0 8.65 4.07 1

52.0 22.0 4.67 2.84 1

- 49.0 0.36 0.15 1

52.0 21.0 0.94 0.59 1

- 49.0 1.51 0.62 1

52.0 29.0 5.10 2.50 1

- 49.0 0.97 0.40 1

52.0 18.0 3.77 2.68 1

- 49.0 0.43 0.18 1

52.0 26.0 7.18 3.84 1

- 49.0 1.29 0.53 1

52.0 30.0 2.55 1.22 1

NATA Accredited Laboratory Number: 14874 Date

S28734b

S28734a

SandstoneS28734c

Sandstone

Sandstone

Sandstone

Sandstone

BH105 4.44-4.53m

BH105 5.48-5.53m

BH105 6-6.06m

BH110 4.14-4.21m

Point Load

Index Is

(MPa)

0.79

0.66

0.27

1.37

BH110 5.2-5.27m

BH110 6-6.08m

Sandstone

3.21

0.15

0.68

Sample Source

Axial

Diametral

Axial

Diametral

Axial

0.32

2.65

0.20

1.51

4.27

Diametral

S28736d

S28736c

S28735b

S28735a

S28736b

S28736a

S28735c

Diametral

Axial

Diametral

Axial

Diametral

Diametral

Axial

Axial

Axial

Diametral

Axial

Axial

DiametralSandstone

Sandstone

Sandstone

Sandstone

Failure Modes


4 - Chip or partial fracture.

POINT LOAD STRENGTH INDEX REPORT

Storage

History:

Preparation:

Core BoxesBuilding Q2, Level 3, 2309/4 Daydream St, Warriewood,

NSW 2102Address:

S28734-PL

7/11/2017

As ReceivedGeo-Logix Pty Ltd


S17425

Rock strength tests - Determination of point load strength index


Sampled by Client Date Sampled: Unknown

Test Type

U8 10 Bradford

Street

Alexandria NSW

3 - Fracture influenced by pre-existing plane, microfracture, vein or chemical alteration.

2 - Fracture along bedding.

1 - Fracture through fabric of specimen oblique to bedding, not influenced by weak planes.

Chris Lloyd

1.28


16/11/2017

0.40

3.16

0.18

4.17

0.54

BH111 2.78-2.85m

BH111 3.83-3.88m

BH111 4.66-4.73m

BH111 5.71-5.78m

Diametral

0.63

2.66


Report Form: PL - RMS Issue 1 - Revision C - Issue Date 10/02/17 Page1of1

Client: Source:

Project: Report No.:

Job No.: Lab No.:


AS4133 4.2.2

Sampling:

Matest

Average

Diameter

(mm)

Specimen

Height

(mm)

Length/

Diameter

Ratio

Duration of

Test (Sec)

Load at

Fracture

(kN)

Moisture

Content at

Time of

Test (%)

51.40 131.6 2.56 653 90 1.9

Notes:




Alexandria NSW 2015

Compressive Strength

(MPa)

43.4


Date:

6/11/2017

Specimen Condition

As received

Chris Lloyd

Date Sampled: Unknown

TEST RESULTS

Before Test After Test

Description of Failure

Mixed mode

Date Tested 1/11/2017 Machine Type Sample Storage Conditions Wrapped

UNIAXIAL COMPRESSIVE STRENGTH OF ROCK REPORT

Sample

Description:

Preparation:

SandstoneBuilding Q2, Level 3, 2309/4 Daydream St, Warriewood,

NSW 2102Address:

S28737-UCS

S28737

BH105 5-5.1mGeo-Logix Pty Ltd


S17425

Rock strength tests - Determination of uniaxial compressive strength - Rock Strength < 50 Mpa

Rock strength tests - Determination of uniaxial compressive strength - Rock Strength >50MPa


Sampled by Client


Report Form: UCS - AS Issue 1 - Revision F - Issue Date 19/4/17 Page1of1

Client: Source:


Job No.: Lab No.:


AS4133 4.2.2

Sampling:

Matest

Average

Diameter

(mm)

Specimen

Height

(mm)

Length/

Diameter

Ratio

Duration of

Test (Sec)

Load at

Fracture

(kN)

Moisture

Content at

Time of

Test (%)

51.30 135.3 2.64 631 44 2.8

Notes:




Alexandria NSW 2015


(MPa)

21.1


Date:

6/11/2017

Specimen Condition

As received

Chris Lloyd


TEST RESULTS



Single shear plane



Sample

Description:

Preparation:


NSW 2102Address:

S28738-UCS

S28738

BH110 4.9-5mGeo-Logix Pty Ltd


S17425




Sampled by Client



Client: Source:


Job No.: Lab No.:


AS4133 4.2.2

Sampling:

Matest

Average

Diameter

(mm)

Specimen

Height

(mm)

Length/

Diameter

Ratio

Duration of

Test (Sec)

Load at

Fracture

(kN)

Moisture

Content at

Time of

Test (%)

51.60 137.4 2.66 667 89 1.7

Notes:




Alexandria NSW 2015


(MPa)

42.6


Date:

6/11/2017

Specimen Condition

As received

Chris Lloyd


TEST RESULTS



Mixed mode



Sample

Description:

Preparation:


NSW 2102Address:

S28739-UCS

S28739

BH111 5-5.1mGeo-Logix Pty Ltd


S17425




Sampled by Client



Certificate of Analysis

Geo-Logix P/L

Bld Q2 Level 3, 2309/4 Daydream St

Warriewood

NSW 2102

Attention: Ted Lilly

Report 569974-S

Project name SCHOFIELDS

Project ID 1701104

Received Date Oct 27, 2017

Client Sample ID TP4/0.0-0.1 TP4/0.6-0.7 TP8/0.0-0.1 TP8/0.6-0.7

Sample Matrix Soil Soil Soil Soil

Eurofins | mgt Sample No. M17-Oc33088 M17-Oc33089 M17-Oc33090 M17-Oc33091

Date Sampled Oct 12, 2017 Oct 12, 2017 Oct 12, 2017 Oct 12, 2017

Test/Reference LOR Unit

Chloride 5 mg/kg 63 440 67 540

Conductivity (1:5 aqueous extract at 25°C) 10 uS/cm 14 310 44 380

pH (1:5 Aqueous extract) 0.1 pH Units 6.2 5.3 5.7 5.5

Sulphate (as SO4) 30 mg/kg 34 250 < 30 200

% Moisture 1 % 8.7 15 5.5 13

Client Sample ID TP12/0.0-0.1 TP12/0.6-0.7 TP16/0.0-0.1 TP16/0.6-0.7

Sample Matrix Soil Soil Soil Soil

Eurofins | mgt Sample No. M17-Oc33092 M17-Oc33093 M17-Oc33094 M17-Oc33095

Date Sampled Oct 12, 2017 Oct 12, 2017 Oct 12, 2017 Oct 12, 2017

Test/Reference LOR Unit

Chloride 5 mg/kg 6.5 320 65 94

Conductivity (1:5 aqueous extract at 25°C) 10 uS/cm < 10 220 12 24

pH (1:5 Aqueous extract) 0.1 pH Units 6.5 5.1 6.0 6.0

Sulphate (as SO4) 30 mg/kg < 30 160 < 30 37

% Moisture 1 % 6.8 14 5.7 19

Date Reported: Nov 02, 2017

Eurofins | mgt 2-5 Kingston Town Close, Oakleigh, Victoria, Australia, 3166

ABN : 50 005 085 521 Telephone: +61 3 8564 5000

Page 1 of 6

Report Number: 569974-S

NATA AccreditedAccreditation Number 1261Site Number 1254

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

Sample HistoryWhere samples are submitted/analysed over several days, the last date of extraction and analysis is reported.A recent review of our LIMS has resulted in the correction or clarification of some method identifications. Due to this, some of the method reference information on reports has changed. However,no substantive change has been made to our laboratory methods, and as such there is no change in the validity of current or previous results (regarding both quality and NATA accreditation).

If the date and time of sampling are not provided, the Laboratory will not be responsible for compromised results should testing be performed outside the recommended holding time.

Description Testing Site Extracted Holding Time

Eurofins | mgt Suite B18

Chloride Melbourne Oct 30, 2017 28 Day

- Method: LTM-INO-4090 Chloride by Discrete Analyser

pH (1:5 Aqueous extract) Melbourne Oct 30, 2017 7 Day

- Method: LTM-GEN-7090 pH in soil by ISE

Sulphate (as SO4) Melbourne Oct 30, 2017 28 Day

- Method: LTM-INO-4110 Sulfate by Discrete Analyser

Conductivity (1:5 aqueous extract at 25°C) Melbourne Oct 30, 2017 7 Day

- Method: LTM-INO-4030

% Moisture Melbourne Oct 30, 2017 14 Day

- Method: LTM-GEN-7080 Moisture



ABN : 50 005 085 521 Telephone: +61 3 8564 5000

Page 2 of 6


.Company Name: Geo-Logix P/L Order No.: Received: Oct 27, 2017 9:28 AMAddress: Bld Q2 Level 3, 2309/4 Daydream St Report #: 569974 Due: Nov 3, 2017

Warriewood Phone: 02 9979 1722 Priority: 5 DayNSW 2102 Fax: 02 9979 1222 Contact Name: Ted Lilly

Project Name: SCHOFIELDSProject ID: 1701104

Eurofins | mgt Analytical Services Manager : Nibha Vaidya

Sample Detail

Conductivity (1:5 aqueous extract at 25°C

)

Eurofins | m

gt Suite B

18

Moisture S

et

Melbourne Laboratory - NATA Site # 1254 & 14271 X X X

Sydney Laboratory - NATA Site # 18217

Brisbane Laboratory - NATA Site # 20794

Perth Laboratory - NATA Site # 23736

External Laboratory

No Sample ID Sample Date SamplingTime

Matrix LAB ID

1 TP4/0.0-0.1 Oct 12, 2017 Soil M17-Oc33088 X X X








Test Counts 8 8 8

ABN– 50 005 085 521e.mail : [email protected] : www.eurofins.com.au

MelbourneMelbourneMelbourneMelbourne2-5 Kingston Town CloseOakleigh VIC 3166Phone : +61 3 8564 5000NATA # 1261Site # 1254 & 14271

SydneySydneySydneySydneyUnit F3, Building F16 Mars RoadLane Cove West NSW 2066Phone : +61 2 9900 8400NATA # 1261 Site # 18217

BrisbaneBrisbaneBrisbaneBrisbane1/21 Smallwood PlaceMurarrie QLD 4172Phone : +61 7 3902 4600NATA # 1261 Site # 20794

PerthPerthPerthPerth2/91 Leach HighwayKewdale WA 6105Phone : +61 8 9251 9600NATA # 1261Site # 23736

Date Reported:Nov 02, 2017


ABN : 50 005 085 521 Telephone: +61 3 8564 5000

Page 3 of 6


Internal Quality Control Review and Glossary

General

Holding Times

Units

Terms

QC - Acceptance Criteria

QC Data General Comments

1. Laboratory QC results for Method Blanks, Duplicates, Matrix Spikes, and Laboratory Control Samples are included in this QC report where applicable. Additional QC data may be available on

request.

2. All soil results are reported on a dry basis, unless otherwise stated.

3. All biota results are reported on a wet weight basis on the edible portion, unless otherwise stated.

4. Actual LORs are matrix dependant. Quoted LORs may be raised where sample extracts are diluted due to interferences.

5. Results are uncorrected for matrix spikes or surrogate recoveries except for PFAS compounds.

6. SVOC analysis on waters are performed on homogenised, unfiltered samples, unless noted otherwise.

7. Samples were analysed on an 'as received' basis.

8. This report replaces any interim results previously issued.

Please refer to 'Sample Preservation and Container Guide' for holding times (QS3001).

For samples received on the last day of holding time, notification of testing requirements should have been received at least 6 hours prior to sample receipt deadlines as stated on the Sample

Receipt Advice.

If the Laboratory did not receive the information in the required timeframe, and regardless of any other integrity issues, suitably qualified results may still be reported.

Holding times apply from the date of sampling, therefore compliance to these may be outside the laboratory's control.

**NOTE: pH duplicates are reported as a range NOT as RPD

mg/kg: milligrams per kilogram mg/L: milligrams per litre

ug/L: micrograms per litre ppm: Parts per million

ppb: Parts per billion %: Percentage

org/100mL: Organisms per 100 millilitres NTU: Nephelometric Turbidity Units

MPN/100mL: Most Probable Number of organisms per 100 millilitres

Dry Where a moisture has been determined on a solid sample the result is expressed on a dry basis.

LOR Limit of Reporting.

SPIKE Addition of the analyte to the sample and reported as percentage recovery.

RPD Relative Percent Difference between two Duplicate pieces of analysis.

LCS Laboratory Control Sample - reported as percent recovery.

CRM Certified Reference Material - reported as percent recovery.

Method Blank In the case of solid samples these are performed on laboratory certified clean sands and in the case of water samples these are performed on de-ionised water.

Surr - Surrogate The addition of a like compound to the analyte target and reported as percentage recovery.

Duplicate A second piece of analysis from the same sample and reported in the same units as the result to show comparison.

USEPA United States Environmental Protection Agency

APHA American Public Health Association

TCLP Toxicity Characteristic Leaching Procedure

COC Chain of Custody

SRA Sample Receipt Advice

QSM Quality Systems Manual ver 5.1 US Department of Defense

CP Client Parent - QC was performed on samples pertaining to this report

NCP Non-Client Parent - QC performed on samples not pertaining to this report, QC is representative of the sequence or batch that client samples were analysed within.

TEQ Toxic Equivalency Quotient

RPD Duplicates: Global RPD Duplicates Acceptance Criteria is 30% however the following acceptance guidelines are equally applicable:

Results <10 times the LOR : No Limit

Results between 10-20 times the LOR : RPD must lie between 0-50%

Results >20 times the LOR : RPD must lie between 0-30%

Surrogate Recoveries: Recoveries must lie between 50-150%-Phenols & PFASs

PFAS field samples that contain surrogate recoveries in excess of the QC limit designated in QSM 5.1 where no positive PFAS results have been reported have been reviewed and no data was

affected.

1. Where a result is reported as a less than (<), higher than the nominated LOR, this is due to either matrix interference, extract dilution required due to interferences or contaminant levels within

the sample, high moisture content or insufficient sample provided.

2. Duplicate data shown within this report that states the word "BATCH" is a Batch Duplicate from outside of your sample batch, but within the laboratory sample batch at a 1:10 ratio. The Parent

and Duplicate data shown is not data from your samples.

3. Organochlorine Pesticide analysis - where reporting LCS data, Toxaphene & Chlordane are not added to the LCS.

4. Organochlorine Pesticide analysis - where reporting Spike data, Toxaphene is not added to the Spike.

5. Total Recoverable Hydrocarbons - where reporting Spike & LCS data, a single spike of commercial Hydrocarbon products in the range of C12-C30 is added and it's Total Recovery is reported

in the C10-C14 cell of the Report.

6. pH and Free Chlorine analysed in the laboratory - Analysis on this test must begin within 30 minutes of sampling.Therefore laboratory analysis is unlikely to be completed within holding time.

Analysis will begin as soon as possible after sample receipt.

7. Recovery Data (Spikes & Surrogates) - where chromatographic interference does not allow the determination of Recovery the term "INT" appears against that analyte.

8. Polychlorinated Biphenyls are spiked only using Aroclor 1260 in Matrix Spikes and LCS.

9. For Matrix Spikes and LCS results a dash " -" in the report means that the specific analyte was not added to the QC sample.

10. Duplicate RPDs are calculated from raw analytical data thus it is possible to have two sets of data.



ABN : 50 005 085 521 Telephone: +61 3 8564 5000

Page 4 of 6


Quality Control Results

Test Units Result 1 AcceptanceLimits

PassLimits

QualifyingCode

Method Blank

Chloride mg/kg < 5 5 Pass

Conductivity (1:5 aqueous extract at 25°C) uS/cm < 10 10 Pass

Sulphate (as SO4) mg/kg < 30 30 Pass

LCS - % Recovery

Chloride % 107 70-130 Pass

Sulphate (as SO4) % 117 70-130 Pass

Test Lab Sample ID QASource Units Result 1 Acceptance

LimitsPass

LimitsQualifying

Code

Duplicate

Result 1 Result 2 RPD

Conductivity (1:5 aqueous extractat 25°C) M17-Oc33090 CP uS/cm 44 47 7.0 30% Pass

pH (1:5 Aqueous extract) M17-Oc33090 CP pH Units 5.7 5.9 pass 30% Pass

% Moisture M17-Oc33090 CP % 5.5 5.7 4.0 30% Pass

Duplicate

Result 1 Result 2 RPD

Chloride M17-Oc33094 CP mg/kg 65 68 3.5 30% Pass

Conductivity (1:5 aqueous extractat 25°C) M17-Oc33094 CP uS/cm 12 10 14 30% Pass

pH (1:5 Aqueous extract) M17-Oc33094 CP pH Units 6.0 6.0 pass 30% Pass

Sulphate (as SO4) M17-Oc33094 CP mg/kg < 30 < 30 <1 30% Pass



ABN : 50 005 085 521 Telephone: +61 3 8564 5000

Page 5 of 6


Comments

Sample IntegrityCustody Seals Intact (if used) N/A

Attempt to Chill was evident Yes

Sample correctly preserved Yes

Appropriate sample containers have been used Yes

Sample containers for volatile analysis received with minimal headspace Yes

Samples received within HoldingTime Yes

Some samples have been subcontracted No

Comments

Authorised By

Nibha Vaidya Analytical Services Manager

Alex Petridis Senior Analyst-Metal (VIC)

Huong Le Senior Analyst-Inorganic (VIC)

Glenn Jackson

National Operations Manager

- Indicates Not Requested

* Indicates NATA accreditation does not cover the performance of this service

Measurement uncertainty of test data is available on request or please click here.Eurofins | mgt shall not be liable for loss, cost, damages or expenses incurred by the client, or any other person or company, resulting from the use of any information or interpretation given in this report. In no case shall Eurofins | mgt be liable for consequential damages including, but notlimited to, lost profits, damages for failure to meet deadlines and lost production arising from this report. This document shall not be reproduced except in full and relates only to the items tested. Unless indicated otherwise, the tests were performed on the samples as received.



ABN : 50 005 085 521 Telephone: +61 3 8564 5000

Page 6 of 6


https://d1jj3zdoktl3jd.cloudfront.net/apac/media/489918/reporting-measurement-uncertainty-of-chemical-and-microbiology-test-results-september-2017.pdf

GEO-LOGIX PTY LTD

ABN 86 116 892 936

Building Q2, Level 3

Suite 2309, 4 Daydream Street

Warriewood NSW 2102

Phone 02 9979 1722

Fax 02 9979 1222

Email [email protected]

Web www.geo-logix.com.au

GEOTECHNICAL RE PORT

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