APPLICATION FOR PLANNING APPROVAL PROPOSED REGIONAL … · PORTION OF LOT 23 (NO.3118)...

14 November 2014

Shire of Cuballing

PO Box 13

CUBALLING WA 6311

ATTENTION: Mr Gary Sherry - Chief Executive Officer

Dear Gary

APPLICATION FOR PLANNING APPROVAL

PROPOSED REGIONAL WASTE DISPOSAL FACILITY

PORTION OF LOT 23 (NO.3118) WANDERING-NARROGIN ROAD, CUBALLING

SHIRE OF CUBALLING

Urban & Rural Perspectives, on behalf of the current landowners, Peter John Dowdell

and Heather Mary Dowdell, and the Wagin Voluntary Group of Councils (WVGC)

hereby submits an Application for Planning Approval for the establishment of a new

Regional Waste Disposal Facility (i.e. Regional Rubbish Tip) on portion of the

abovementioned property.

Please find enclosed the following information to assist the Shire’s consideration and

determination of the application:

A completed and signed planning application form;

A current copy of the certificate of title for the subject land; and

Various maps and plans prepared in support of the proposal.

In assessing the application it is requested that due consideration be given to the

following key points:

Background

1. The Wagin Voluntary Group of Councils (WVGC) comprises the following local

government authorities:

- Shire of Wagin

- Shire of Cuballing

- Shire of Pingelly

- Shire of Wickepin

- Shire of Williams

- Shire of Narrogin

- Town of Narrogin

2. All seven (7) participating Council’s are seeking to establish a regional approach

to waste management and disposal which is a key objective of the Strategic

Waste Management Plan (SWMP) prepared for the WVGC in April 2009.

3. The WVGC has invested significant time and resources identifying a suitable site

for the establishment of a new regional waste disposal facility for use by all

participating Council’s for the benefit of their local communities.

4. A driving force behind the WVGC seeking to establish a new regional waste

disposal facility is that the various landfill sites individually operated by the

participating local government authorities are subject to a number of

constraining operational issues and/or limited life spans.

5. The WVGC has entered into a memorandum of understanding (MoU) with the

current owners of Lot 23 (No.3118) Wandering-Narrogin Road, Cuballing to excise

and purchase a 65 hectare portion of the land to allow for the establishment of

the proposed facility, subject to all necessary approvals from the relevant

authorities (see Appendix 1 – Executed Memorandum of Understanding).

The Land

6. The subject land is legally described as Lot 23 on Deposited Plan 39761 on

Certificate of Title Volume 2227, Folio 749 (see Appendix 2 – Record of Certificate

of Title).

7. Lot 23 is located approximately 160 kilometres south-east of Perth, seven (7)

kilometres south-west of the Cuballing townsite and eight (8) kilometres north-

west of the Narrogin townsite (see Appendix 3 – Figure 1, Regional Location Plan).

8. Lot 23 has direct frontage and access to Wandering–Narrogin Road along its

eastern boundary, which is a sealed local rural road, and Nebrikinning Road

along its southern boundary, which is also a local rural road constructed to a

gravel standard.

9. Lot 23 comprises a total area of approximately 174 hectares and has historically

been developed and predominantly used for broadacre farming purposes (i.e.

cropping & grazing). It is also noted that an old gravel pit is located amongst

some remnant vegetation approximately 400 metres north of Nebrikinning Road

(see Appendix 3 – Figures 2 & 3 – Cadastral Site Plan, Aerial Site Plan & Site

Photographs).

10. A number of potential sites were investigated by the WVGC before Lot 23 was

identified as the preferred location for the establishment of a new regional waste

disposal facility. In November 2013 a hydrogeological assessment and report

was completed by Groundwater Consulting Services Pty Ltd on behalf of the

WVGC which confirmed the suitability of the site from a groundwater perspective

(see Appendix 4 – Report, Hydrogeological Investigation and Installation of

Monitoring Bores).

The Proposal

11. An area comprising approximately 65 hectares is proposed to be excised from

the southern portion of Lot 23 to accommodate the proposed new regional

‘Waste Disposal Facility’, access to which will be facilitated via Nebrikinning Road

along the land’s southern boundary.

12. Two (2) separate envelopes / cells are proposed to accommodate the new

regional ‘Waste Disposal Facility’ which will developed in four (4) separate

stages. Stage 1 will be developed in Envelope / Cell 1 which is located in the

eastern portion of the site and will comprise a total area of approximately 6.6

hectares. Envelope / Cell 2 is located in the western portion of the site. It

contains proposed stages 2 to 4 of the facility and will comprise a total area of

approximately 3.6 hectares (see Appendix 5 – Proposed Site Development Plan).

13. Subject to all necessary regulatory approvals, the proposed waste disposal

facility will be a Class II putrescible landfill operation designed to accept clean

fill, Type 1 inert waste, putrescible wastes, contaminated solid waste meeting

waste acceptance criteria specified for Class II landfills, Type 2 Inert Wastes and

Type 1 and 2 Special Wastes.

14. The facility will be owned and operated by the WVGC and not open for general

public access. The facility will only be accessed by local government refuse

vehicles for disposal of the various waste types listed above.

15. It is estimated the facility will not receive more than 5,000 tonnes of waste per

year and will have a lifespan of up to sixty (60) years following which it will be

sealed, revegetated and closed.

Shire of Cuballing Town Planning Scheme No.2

16. Lot 23 is classified ‘General Agriculture’ zone under the Shire of Cuballing Town

Planning Scheme No.2 (TPS No.2).

17. The Council’s stated objectives for land classified ‘General Agriculture’ zone

under TPS No.2 are as follows:

To preserve productive land suitable for grazing, cropping and other

compatible productive rural uses in a sustainable manner;

To allow for the extraction of basic raw materials where it is environmentally

and socially acceptable;

To ensure the preservation of the rural character and rural appearance of

land within the zone;

To encourage intensive agriculture where soil conditions and location are

appropriate and it can be demonstrated that off-site impacts (if any) will not

adversely affect existing agricultural activities;

To protect the economic viability of rural zoned land through a presumption

against subdivision except where such subdivision will enhance and/or

promote the viability and diversity of general farming activity;

To preserve and protect the natural undeveloped land areas throughout the

zone; and

To ensure that natural drainage patterns/catchments throughout the Shire are

recognised in land management practices.

18. A regional ‘Waste Disposal Facility’ is not a use that is defined or listed in TPS No.2.

19. Pursuant to clause 4.4.2(b) of TPS No.2, “if a person proposes to carry out on land

any use that is not specifically mentioned in the Zoning Table and cannot

reasonably be determined as falling within the type, class or genus of activity of

any other use category the local government may —

….(b) determine that the use may be consistent with the objectives of the

particular zone and thereafter follow the advertising procedures of clause 9.4 in

considering an application for planning approval;…”

20. Given the nature, scale and intent of the proposed development and use of Lot

23, it is contended that it may be consistent with the objectives of the land’s

current ‘General Agriculture’ zoning classification and should therefore be

advertised for public comment in accordance with the procedures prescribed in

clause 9.4 of TPS No.2.

21. A detailed review of the development standards contained in the ‘Development

Table – General’ of TPS No.2 confirms there are no specific standards that apply

to the development of a ‘regional waste disposal facility’ on land classified

‘General Agriculture’ zone.

22. The following development parameters relate to the proposed regional ‘Waste

Disposal Facility’:

Development Consideration Proposed

Lot Size 65 hectares subject to WAPC approval

Frontage Width Proposed Lot – Approximately 900 metres along

Nebrikinning Road

Setbacks:

- Nebrikinning Road (Front)

- Proposed Side (West)

- Proposed Side (East)

- Proposed Rear (North)

Closest Approx. 120m (Envelope / Cell 2)



Closest Approx. 50m (Envelope /Cell 2)

On-Site Car Parking Nil. A designated car parking area is not proposed

however there is sufficient area available on-site for

the parking of vehicles should it be required.

On-Site Landscaping Screen vegetation is proposed along the boundary

of Nebrikinning Road and the perimeter of Envelope

/ Cell 2. Furthermore and as previously mentioned,

at the end of a given stage’s life span the land will

be re-contoured and revegetated to a ‘parkland

cleared’ standard.

23. It is contended the proposed development parameters do not conflict with any

development standards contained in TPS No.2.

24. Vehicle access to the proposed facility will be via Nebrikinning Road along the

land’s southern boundary which is a local rural road constructed to a gravel

standard. It is open to Council to require an upgrade of Nebrikinning Road (or a

contribution towards its upgrade) as a condition of planning approval for that

portion between the facility’s main entry and Wandering-Narrogin Road to the

east if it considers an upgrade is necessary and reasonable in the circumstances.

25. In determining whether or not to impose a condition requiring an upgrade to

Nebrikinning Road it is requested that Council have due regard for the historic

use of the land as a gravel pit, the use of this road in its current gravel standard

by vehicles carting gravel from the pit and the small amount of weekly traffic

likely to be generated by the proposed new waste disposal facility.

26. The imposition of a road upgrade condition on any planning approval that may

be issued by Council is considered unnecessary as the likely type and volume of

traffic generated by the new waste disposal facility will be similar to the previous

gravel pit use on Lot 23 which itself has had little impact on the quality and

standard of Nebrikinning Road.

27. Clause 5.11 of TPS No.2 addresses matters and considerations relating to all

development in the ‘General Agriculture’ zone. It is contended that the

proposed development on Lot 23 satisfies the various relevant matters contained

in that clause, particularly given that screen vegetation is proposed along the

boundary of Nebrikinning Road and the perimeter of envelope / cell 2.

Furthermore and as previously mentioned, at the end of a given stage’s life span

the land will be re-contoured and revegetated to a ‘parkland cleared’ standard.

EPA Guidance Statement No.3 – Separation Distances Between Industrial and

Sensitive Land Uses

28. The Environmental Protection Authority’s (EPA’s) stated purpose of Guidance

Statement No.3 is to provide advice to proponents, responsible authorities,

stakeholders and the public about the minimum requirements for environmental

management which the EPA expects to be met.

29. The guidance statement provides generic separation distances between some

industries and sensitive land uses. Section 4.2 of the guidance statement states:

“The generic separation distances are a tool to assist in the determination of

suitable distances between industry and sensitive land uses where industry may

have the potential to affect the amenity of a sensitive land use.”

30. With specific reference to Waste Disposal Facilities – Putrescible Landfill Sites

(Classes 2 & 3), Appendix 1 of Guidance Statement No.3 prescribes the following

separation distance (extract):

Industry Description of industry Buffer distance in metres

and qualifying notes

Waste Disposal -

Putrescible Landfill Site

(Class 2 & 3)

Site accepting inert, putrescibles,

contaminated solid waste

(meeting criteria for Class 2 & 3),

special wastes (Type 1 & 2), as

specified, for burial.

500 for sensitive uses

(subdivisions), 150 for single

residences & an internal

buffer of 35m from

boundaries.

31. It is contended that the proposed new waste disposal facility on Lot 23 will satisfy

the generic separation distances prescribed in Appendix 1 of Guidance

Statement No.3 (see Appendix 6 – Figure 2 – Distance to Nearest Dwellings).

Conclusion

Having regard for:

i) the suitability of the site as confirmed by the Hydrogeological Assessment

prepared by Groundwater Consulting Services Pty Ltd in 2013;

ii) the flexibility afforded by the Shire of Cuballing Town Planning Scheme No.2 for

Council to consider and approve the proposed new regional waste disposal

facility as a ‘use not listed’;

iii) the need and demand for a new regional waste disposal facility and the

WVGC’s intent to develop and use the facility for local government purposes

and prohibit general public access;

iv) the proposal’s general compliance with the various development standards

prescribed in TPS No.2, including vehicle access, boundary setbacks and visual

screening, and the opportunity for Council to impose additional development

requirements, if considered necessary; and

v) the proposal’s compliance with the generic separation distances prescribed by

the EPA’s Guidance Statement No.3,

it is contended that it is reasonable for the Cuballing Shire Council to consider the

proposal on its individual merit, subject to the requirements of clause 9.4 of TPS No.2,

and grant conditional approval.

In light of the above information and justifications we respectfully request Council’s

favorable consideration and approval in accordance with the information and plans

submitted in support of the application.

Should you have any queries or require additional information regarding this

application please do not hesitate to contact the undersigned of this office on

9248 8777 or [email protected].

Yours faithfully,

Steve Pandevski

Town Planner

Urban & Rural Perspectives

Encl. ‘Planning Application’ form

Three (3) copies of all documentation & plans

APPENDIX 1 – COPY OF EXECUTED MEMORANDUM OF

UNDERSTANDING

MEMORANDUM OF UNDERSTANDING

Parties to MOU

The Wagin Voluntary Group of Councils (WVGC), which comprises the Shire of Cuballing, Shire of Dumbleyung, Shire of Lake Grace, Shire of Narrogin, Town of Narrogin, Shire of Pingelly, Shire of Wagin, Shire of Wandering, Shire of West Arthur, Shire of Wickepin and the Shire of Williams located at: 2 Arthur Road, Wagin WA 6315

AND:

Peter John Dowdell and Heather Mary Dowdell (the Land Owners) located at: 3118 Wandering Narrogin Road, Cuballing WA 6311

Purpose

1. The purpose of this Memorandum of Understanding (MOU) is to formalise the agreement of the parties that they have already negotiated in relation to the offer to purchase approximately 75 hectares of land, for a landfill site (the landfill site), identified as part of 23P39761 being part of Lot 23 Nebrikinning Road, Cuballing WA on Plan 39761 and as marked on the Landgate and subdivision images attached (the Land).

Objective

2. The objective of the MOU is to demonstrate in writing through a formal agreement between the parties that WVGC is prepared to offer $375,000 for the purchase (the purchase) of the Land subject to:

a. A Works Approval being obtained from the Department of Environment and Conservation for the construction of the landfill site on the Land;

b. The approval for Subdivision/Amalgamation being obtained from the Western Australian Planning Commission;

c. Planning/Development Approval for the operation of the landfill site being obtained from the Shire of Cuballing.

Obligations of WVGC

WVGC:

3. Will be seeking a Department of Environment and Conservation landfill licence for the disposal of putrescible waste which restricts the landfill site to the disposal of Municipal Solid Waste;

4. Agree that landfill site will not be used for the disposal of green waste; 5. Expect the life of the landfill site to be 30-50 years; 6. Acknowledge that any future use of the landfill site will be constrained by the Shire of

Cuballing Town Planning Scheme; 7. Will abide by the Department of Environment and Conservation conditions of the

Licence and Works Approval for the landfill site; 8. Will erect and/or maintain boundary fences at the landfill site in accordance with the

Dividing Fences Act 1961; 9. Will provide a buffer around the landfill site as per the Landfill Licence conditions; 10. Acknowledge that the Site Management Plan will restrict general public from

accessing the site; 11. Will hold normal insurance coverage, including public liability, in line with local

government contemporary practices;

12. Will initiate the Public Consultation process on the proposal as soon as practicable following the signing of the MOU by all the parties;

13. Will meet all costs relevant to the surveying, subdivision title transfer and purchase, development and fencing of the Land;

14. Will exercise due diligence in a meaningful time frame; 15. Will pay and meet all expenses associated with the above.

Obligations of The Land Owners:

The Land Owners:

16. Accept that significant processes are required to be completed to allow the Land to be used as a landfill site;

17. Will retain the Land for sale to the WVGC for the purpose of a landfill site whilst this MOU remains current;

18. Do by this MOU pledge their right title and interest in the Land so as to create a caveatable interest in the Land for the WVGC.

Mutual Obligations of both parties:

19. They will use their best endeavours and fully collaborate to have the abovementioned approvals in place within 180 days from the date of this MOU, on the basis that this MOU is of no legal effect and cannot achieve legal status unless it is executed by all parties by 11 May 2013;

20. They agree that the progress of the processes required is to be reviewed at the conclusion of that 180 day period;

21. They agree that if at the end of that 180 day period one or more of the abovementioned Works Approval, approval for Subdivision/Amalgamation and Planning/Development approvals has or have been denied, the parties are thereupon discharged from further proceeding with the purchase, except that WVGC is to lodge a withdrawal of any caveat lodged by WVGC against the title to the Land within the ensuing 30 days;

22. They agree that if by the end of that 180 day period none of the abovementioned Works Approval, approval for Subdivision/Amalgamation and Planning/Development approvals have been denied and one or two of those approval processes are still continuing, the parties will extend the process of seeking those approvals by a further 90 days;

23. They agree that if by the end of that 90 day period one or more of the abovementioned Works Approval, approval for Subdivision/Amalgamation and Planning/Development approvals has or have been denied or still not given, the parties are thereupon discharged from further proceeding with the purchase, except that WVGC is to lodge of withdrawal of any caveat lodged by WVGC against the title to the Land within the ensuing 30 days;

24. They agree that if during the said 180 days or during the said further 90 days all required approvals have been obtained, the parties are thereupon to proceed to settlement within the 28 days from the date of the last of those approvals within the relevant period. At settlement WVGC will provide the Land Owners with a bank cheque for $375,000.00 in exchange for receiving from the Land Owners the duplicate certificate of title for the Land and a registrable transfer of the Land in favour of all the local government councils that comprise WVGC, as tenants in common in equal shares.

The Wagin Voluntary Group of Councils:

Shire of Cuballing

President

CEO

Shire of Dumbleyung

President

CEO

Shire of Narrogin

President

CEO

Town of Narrogin

Mayor

CEO

Shire of Pingelly

President

CEO

Shire of Wagin

President

CEO

Shire of Wandering

President

CEO

Shire of Wickepin

President

CEO

Shire of Williams

President

CEO

APPENDIX 2 – RECORD OF CERTIFICATE OF TITLE

LANDGATE COPY OF ORIGINAL NOT TO SCALE

www.landgate.wa.gov.au

JOB 46072792Fri Nov 7 14:05:35 2014

LANDGATE COPY OF ORIGINAL NOT TO SCALE

www.landgate.wa.gov.au

JOB 46121591Thu Nov 13 15:16:28 2014

APPENDIX 3 – FIGURES 1 TO 3 & SITE PHOTOGRAPHS

OPTION 3

* CADASTRAL SITE PLAN

PROPOSED REGIONAL WASTE FACILITY

LOT 23 (NO.3118) WANDERING-NARROGIN ROAD, CUBALLING

(SHIRE OF CUBALLING) SCALE. N.T.S

SOURCE: LANDGATE

FIGURE 2

N E B R I K I N N I N G R O A D

WA

ND

ER

I NG—

NA

RR

OG

I N R

OA

D

Area of Lot 23 Proposed for

Regional Waste Disposal Facility

Ap

pro

x. 3

05

m

Ap

pro

x. 5

00

m

Ap

pro

x. 6

00

m

Approx.895m

Approx. 1090m

Approx.220m

Approx. 65 HA

OPTION 3

* AERIAL SITE PLAN

PROPOSED REGIONAL WASTE DISPOSAL FACILITY

LOT 23 (NO.3118) WANDERING-NARROGIN ROAD, CUBALLING

(SHIRE OF CUBALLING) SCALE. N.T.S

SOURCE: LANDGATE

FIGURE 3

LOT 23

N E B R I K I N N I N G R O A D

WA

ND

ER

IN

G—

NA

RR

OG

IN

R

OA

D

Area of Lot 23 Proposed for

Regional Waste Disposal Facility

APPROX. 65 HA

FIGURE 4LOT 8732 NEBRIKINNING ROAD, CUBALLING

Existing gravel pit

FIGURE 5LOT 8732 NEBRIKINNING ROAD, CUBALLING

Breakaway edge Area similar to site 1

View to Site 1 from Nebrikinning Road View to Site 1 from Nebrikinning Road

LOT 8732 NEBRIKINNING ROAD, CUBALLING FIGURE 6

View north from the southern end of (1)View south across landfill (1)

View west towards the breakaway Contour drain with gravel soils, View north west.

APPENDIX 4 – REPORT, HYDROGEOLOGICAL

INVESTIGATION & INSTALLATION OF MONITORING

BORES

Wagin Group of Councils Proposed Regional Waste Facility Hydrogeological Investigation and Installation of Monitoring Bores Lot 23 Nebrikinning Road, Cuballing, WA FINAL GCS Project Number: WGC001 Report Date: November 2013

Groundwater Consulting Services Pty Ltd – Project WGC001

Wagin Group of Councils – Nebrikinning Landfill Hydrogeological investigation, Lot 23 Nebrikinning Road, Cuballing, WA i

TABLE OF CONTENTS

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

2. SITE DESCRIPTION ...................................................................................................... 3

2.1 LOCATION .................................................................................................................. 3

2.2 DRAINAGE .................................................................................................................. 3

2.3 CLIMATE ..................................................................................................................... 4

2.4 PREVIOUS WORK ..................................................................................................... 4

3. SITE INVESTIGATION ................................................................................................... 5

4. RESULTS ....................................................................................................................... 7

4.1 SITE INVESTIGATION AND DRILLING PROGRAM ................................................. 7

4.2 WATER QUALITY ....................................................................................................... 8

4.3 GROUNDWATER LEVELS AND FLOW .................................................................... 8

5. DISCUSSION AND RECOMMENDATIONS ................................................................ 10

6. REFERENCES ............................................................................................................. 12

7. LIMITATIONS ............................................................................................................... 13

8. APPENDICES ............................................................................................................... 14

LIST OF TABLES

Table 4.1 Summary of Drilling and Monitoring Bore Installation .......................................... 5

Table 4.2 Summary of Geotechnical Testing Results .......................................................... 8

LIST OF APPENDICES

Appendix A Figures

Figure 1 Site Location

Figure 2 Site Layout

Figure 3 Hydrogeological Cross-Sections

Appendix B Bore Completion Diagrams

Appendix C Plates

Appendix D Geotechnical Analysis Report

Appendix E Groundwater Analysis Report


Wagin Group of Councils – Nebrikinning Landfill Hydrogeological investigation, Lot 23 Nebrikinning Road, Cuballing, WA 2

1. INTRODUCTION

The Wagin Group of Councils has secured an option to purchase a portion of Lot 23,

Nebrikinning Road, Cuballing for a Regional Waste Facility (Figure 1, Appendix A).

Preliminary work has been completed on the site to evaluate suitability as a Class II landfill.

Two potential areas for the facility (Cell 1 and Cell 2) have been identified at the site (Figure

2, Appendix A). Landform Research has undertaken preliminary discussions with the

Department of Environmental Regulation.

Groundwater Consulting Services was engaged by Landform Research to investigate the

hydrogeology of the site and install groundwater monitoring bores. The installation of the

monitoring bores enabled hydrogeological assessment at the site. Assessment included the

identification of weathering profiles, groundwater depth, local groundwater flow directions,

sampling for material testing and baseline groundwater quality.



2. SITE DESCRIPTION

2.1 LOCATION

The site is located approximately 160 kilometres south east of Perth, seven kilometres south

west of Cuballing and one kilometre west of the Narrogin – Wandering Road (Figure 1,

Appendix A).

Lot 23 comprises 174 ha of farming land and approximately 65 ha in the south (the site) is

proposed for subdivision and purchase for development of the waste facility. It is currently

used for sheep grazing and production of cereal and improved pasture crops which are either

grazed as standing fodder or cut and baled.

The site is located in agricultural land high in the landscape around a laterite breakaway.

Two proposed landfill cell locations were identified by Landform Research (2013). Cell 1 is

located on the east and north-facing flank of the laterite mesa. It is about 6.6ha in area. Cell

2 is located at the top of the breakaway ridge in an existing shire gravel pit, and is about

3.6ha.

Cell 1 (Figure 2, Appendix A) comprises parkland cleared farming land. Most remnant

vegetation is amongst bedrock exposures, the flanking laterite ridge and the drainage line in

the east.

Cell 2 comprises the irregular floor of the gravel pit and remnants of vegetation occur in

undisturbed areas. The pit has been excavated to provide gravel for road sheeting and the

irregular floor represents operating grades and in areas, the limit of suitable material.

2.2 DRAINAGE

The site is located in a first order catchment of the Murray River which ultimately discharges

to the Peel-Harvey Estuary.

The site is elevated and high in the landscape and not subject to flooding. Slopes are

moderate to steep. The slope to the east from the breakaway ridge has a fall of approximately

1:10 flattening to about 1:20 in Cell 1. Surface drainage from the laterite ridge is via sheet flow

and small ephemeral creeks that either terminate or coalesce in cleared agricultural land. A

small creek line located to the north of Cell 1 drains from the ridge to the north east (Figure 2,

Appendix A) and captures drainage from a swale that links the farm dams in the east of the

site.

Seasonal and ephemeral boggy areas on the site indicate variable subsurface flow and

drainage conditions, likely related to variations in the soil profile.



There are no nearby wetlands or groundwater dependent ecosystems.

2.3 CLIMATE

The local area has a Mediterranean climate with mild wet winters and warm dry summers.

The average rainfall for the area is 495 mm with highest falls in June and July. Average

temperatures range from a high of 31°C in January to a low of 14°C in July. (BoM, 2013).

2.4 PREVIOUS WORK

Landform Research (2013) conducted an initial site assessment comprising shallow test

drilling and general geological observations of the site in early 2013, and included a desktop

assessment of other factors. Low permeability subsoil materials were confirmed and on the

basis that the site appeared to be suitable, recommendations were made for additional testing

to understand the site groundwater conditions and to install suitable monitoring bores. This

report satisfies those requirements.



3. SITE INVESTIGATION

Groundwater Consulting Services carried out a site inspection and field mapping on 7 August

2013. Suitable locations were selected for test drilling to gain an understanding of site

geological and hydrogeological conditions and to install permanent groundwater monitoring

bores.

Wheatbelt Water Drilling commenced drilling on the 8 August 2013 using an air-rotary rig with

a blade bit. Five holes were drilled to blade bit refusal and one was extended into the

bedrock with a pneumatic hammer. Two holes, NL1 and NL3 were completed as monitoring

bores (upstream and downstream respectively) of Cell 1 (Figure 2, Appendix A). No

monitoring bores were constructed at Cell 2 as groundwater was not intersected.

The investigation bore locations, surface geology and topography are shown in Figure 2

(Appendix A). Each bore was spatially located using a handheld GPS unit and elevations

were estimated from contour data (Table 4.1). The surface and annulus of the bores were

sealed to prevent the ingress of surface water and potential contaminants. The monitoring

bores were constructed in accordance with appropriate guidelines (Department of Water,

2006) and NUDLC (2012).

Table 3.1 Summary of Drilling and Monitoring Bore Installation

The monitoring bores were completed with 50mm nominal bore Class 18 threaded PVC

casing without solvent cement. Monitoring bore completion diagrams are shown in

Appendix B. The casing string was run with 3 m of machine-slotted PVC to allow for the entry

of groundwater with a cap used to seal the bottom of the string. The monitoring bores are

screened in a sandy clay (weathered bedrock) layer overlying fresh bedrock (Appendix B).

Each bore was completed with about 0.7 m of casing extending above ground level, with a

push-on cap. Both bores were protected with a concrete plinth and steel lockable standpipe

(not locked at the time of writing). The bore number was written on the casing and inscribed

into the concrete plinth. Photos of the bores are provided in Appendix C.

Hole NL0 established the base of the lateritic cap and lithology of the lateritic weathering

profile and NL4 confirmed the presence of shallow basement rock. No groundwater was

present in either hole. Hole NL2 was drilled outside the proposed property boundary and was

abandoned and redrilled approximately 35 m to the south as NL3 after consultation with the

landholder. NL0, NL2 and NL4 were backfilled with drill cuttings and sealed with bentonite in

the upper few metres of the hole. The bentonite clay was hydrated with fresh water.

Site ID Easting

(m) Northing

(m) Elevation

(m) Total Depth

(mBGL)

Slotted Interval (mBGL)

SWL (mBTOC)

Field EC (uS/cm)

Airlift Yield Estimate

(L/s) Location

NL0 510905 6363809 407 29 dry Gravel pit on ridge

NL1 511265 6363690 388 28.5 25.15-28.15 18.54 13450 0.3 western flank of landfill

NL2 511429 6363906 371 19 ~9 6200 0.5 northern end of landfill

NL3 511425 6363870 372 14.8 9.9-12.9 10.12 7600 0.1 northern end of landfill

NL4 522453 6363686 377 2 dry eastern side of landfill



Lithological samples were collected at one meter intervals during drilling. Lithological

descriptions are included in Appendix B. Samples were bagged and bulk samples were

collected as composites to make sufficient quantity for permeability testing by

SGS Australia Pty Ltd (Appendix D). Sieved subsamples were stored in 1m intervals in

plastic chip trays for archiving and are retained by Groundwater Consulting Services.

Water samples were collected by airlifting until the water was relatively clear and sediment-

free. The samples were submitted to Agrifood Technology WA for laboratory analysis.

Analysis includes electrical conductivity, total dissolved salts, pH, major ions and nutrients,

and the report is provided in Appendix E.



4. RESULTS

4.1 SITE INVESTIGATION AND DRILLING PROGRAM

Drilling intersected weathered materials derived from granite, granitic gneiss and schist

bedrock. Blade bit refusal occurred at depths between 2 and 29 m below ground level.

Shallow and exposed bedrock at the site was mapped (Figure 2, Appendix A). The basement

rocks consist of granite, gneiss and schist with localised ultramafic and mafic intrusives and

hydrothermal quartz veining.

The cross-sections A-C and C-E (Figure 3, Appendix A) show the in-situ bedrock weathering

profile. Shallow granitic bedrock was intersected to the south-west, east and south of Cell 1,

becoming deeper in the north east corner of the site. The weathering profile deepens in the

direction of inferred groundwater flow. The weathering profile comprises a basal zone of

partially weathered bedrock with a clayey sand texture. Crystal grain boundaries are

weakened and disjointed but feldspathic and mafic minerals are mostly unweathered. The

partially weathered zone is overlain by a completely weathered zone with a sandy clay

texture, where quartz grains remain unweathered but all other minerals are weathered to clay.

The top of the weathering profile comprises the nodular laterite that is well developed on the

ridge to the west of Cell 1. Over Cell 1, this resistant capping and some of the underlying

material has been eroded by runoff draining to the Murray River.

Minor colluvial materials probably accumulate in thin deposits on the lower slopes but were

not mapped.

Groundwater was intersected in three of the five holes. A region of saturated weathered

materials can be mapped in the northern part of Cell 1 (Figure 2, Appendix A). Groundwater

may also occur within discrete fractures in the fresh bedrock, however they are likely to be

rare and not mappable.

The clayey sand layer at the base of the weathering profile above fresh rock is relatively

permeable due to the low clay content and represents a zone in which groundwater

movement can occur. The aquifer materials extend upslope above the local water table and

represent a potential pathway for movement of any leachate generated by the landfill.

Monitoring of groundwater conditions, if required, should focus on this material within the

saturated zone. Lower permeability materials in the upper parts of the weathering profile

represent a seal that has the potential to prevent or limit drainage of leachate into the deeper

aquifer. Estimates of permeability were derived using Logan’s Approximation based on

recorded airlift flows during development of the monitoring bores.



Samples from three holes were submitted by Landform Research to SGS Laboratory for

determination of particle size distribution, shrinkage and permeability. The samples were

disturbed composites, and were re-compacted in the laboratory. Laboratory results are

summarised in Table 4.2 and the report is provided in Appendix D.

Table 4.1 Summary of Geotechnical Testing Results Hole ID Depth Interval

(mBGL) Description Dry Density (t/m3) Coefficient of

Permeability (m/sec) NL0 3-7 Purplish pink sandy clay 1.76 1.1x10-9

NL1 6-10 Mottled yellow brown grey sandy clay

1.58 3.9x10-9

NL3 5-8 Mottled white and grey gravelly

sandy clay 1.96 7.1 x 10-9

The testing results confirm the presence of low permeability materials in the subsurface.

Sample intervals were selected to represent the materials that are likely to be retained after

excavation of the landfill.

4.2 WATER QUALITY

The field electrical conductivity of groundwater intersected in three bores during drilling was

between 6,200 and 13,450 uS/cm (Table 4.1).

The water samples taken in NL1 and NL3 for laboratory analysis show that the groundwater is

brackish to saline (13.780 and 7.92 mS/cm). Both samples were slightly alkaline with pH 7.6.

Nitrates were elevated but within Australian Drinking Water Guidelines (NHMRC and

NRMMC, 2004). Laboratory Certificates are included in Appendix E.

4.3 GROUNDWATER LEVELS AND FLOW

The depth to groundwater below ground level is between 10 and 18.5 m in two holes (NL3

and NL1). NL4 and NL0 were dry at the depth of fresh bedrock. NL3 intersected groundwater

at about 9m below ground but the level was not confirmed to be stable before backfilling the

hole.

It is possible that perched groundwater occurs in winter/spring on the shallow bedrock due to

local infiltration of rainfall.

Groundwater flow under Cell 1 is inferred to the north and east, roughly following surface

drainage. The direction of groundwater flow is likely to be stable throughout the year.

Groundwater flow directions are likely to be contorted by the bounding of the aquifer by

shallow bedrock, variable thickness and permeability, and variable rainfall recharge. The

hydraulic gradient between NL1 and NL3 at the time of the site investigation was 0.028.



An approximate permeability of the basal aquifer materials is 0.5m/day, derived from analysis

of airlift flow rates. Assuming an aquifer thickness of 5m, the groundwater is flowing at

5,000m3/year over a 200m wide front at the north of the proposed Cell 1 at a particle velocity

of about 100m/year. Based on an approximate catchment area of 30ha, this equates to a

rainfall recharge rate of about 17mm per year, or about 3% of rainfall. These figures are

probably overestimates of groundwater flow.

The groundwater salinity decreases in the downgradient direction, from NL1 to NL3. The

permeability tests were collected from progressively lower stratigraphic parts of the

weathering profile as the total weathering depth reduced from NL0 to NL1 to NL3. These

observations indicate that groundwater recharge is likely to be higher in the lower parts of the

landscape where the less permeable completely weathered materials have been eroded. The

implication is that most of the groundwater flow in the catchment is likely to be driven by

rainfall recharge in areas further downslope of the proposed landfill cells and that local

groundwater flow is limited. Groundwater recharge beneath the laterite hill is likely to be

negligible.

Groundwater levels may vary by up to about 2m seasonally, with minimum levels in about

May and maximum levels in about September.



5. DISCUSSION AND RECOMMENDATIONS

Soils and weathering profiles have developed over the granite and gneiss bedrock of the

Yilgarn Craton.

The site has a typical Western Australian wheatbelt weathering profile with laterite breakaway

ridges and colluvial slopes underlain by saprolite sandy clay and weathered basement rock.

The weathering zone above bedrock in these profiles forms a relatively permeable zone in

which groundwater movement can occur. The bedrock extends above the water table under

elevated areas of the site, although an ephemeral perched water table may occur after winter.

The overlying materials have low permeability and limit vertical movement of water through

the soil profile. The conceptual hydrogeology of the site is provided in Figures 2 and 3

(Appendix A).

Rainfall infiltration at the site is estimated at about 3% of annual rainfall based on a flownet

calculation. Recharge at the site is likely to be enhanced in the lower parts of the landscape

where the residual weathered materials have a higher permeability. Groundwater will move

towards the lower slopes via the weathered sandy clay layer overlying the basement rocks.

The groundwater beneath the site is brackish to saline and is suitable for stock water use only

at the lower salinities recorded (NL2 and NL3). There is no current use of groundwater on the

site or nearby and there are no groundwater receptors.

The cross-sections show that proposed landfill trenches excavated to 4 to 6m at the site are

likely to be contained within low permeability material (Figure 3, Appendix A). During the

landfill operation, there should be sufficient depth of suitable material to ensure that recharge

or leachate from the base of the trenches does not intersect the more permeable zone above

the basement rock.

The northern part of Cell 1 overlies a saturated aquifer and the southern part overlies aquifer

material which does not contain groundwater. The aquifer materials are protected from the

proposed landfill cells by an existing low permeability clay layer. Development in the southern

part of Cell 1 may require additional synthetic or clay lining material to be emplaced,

depending on the required depth of excavation.

Prudent site management would include profile testing (auger, backhoe or excavator) towards

the southern end of Cell 1 as the low permeability layer is expected to be thinner and may be

intersected by the base of the excavation.

Groundwater was not intersected below Cell 2. The underlying clay is of low permeability and

thick. Additional lining treatments are probably not required. Control of surface water may be

required to prevent runoff from the landfill materials flowing to the downslope farmland.



Surface water should be prevented from entering disposal trenches by appropriate bunding.

The existing monitoring bores provide for monitoring of groundwater levels and quality

upgradient and downgradient locations for the northern part of Cell 1. Additional monitoring

bores may be required at a later stage as Cell 1 is extended southwards. No monitoring

bores are required for Cell 2 as groundwater was not intersected.

* * *

On behalf of Groundwater Consulting Services Pty Ltd,

Sam Burton

Director.



6. REFERENCES

Australian and New Zealand Environment and Conservation Council, Agriculture and Resource

Management Council of Australia and New Zealand, 2000. Australian and New Zealand

Guidelines for Fresh and Marine Water Quality: Volume 3 - Primary Industries. Published

October 2000. Accessed online:

http://www.mincos.gov.au/publications/australian_and_new_zealand_guidelines_for_fresh_an

d_marine_water_quality/volume_3

BoM, 2013. Bureau of Meteorology Climate Data, Narrogin:Site 010614, http://www.bom.gov.au

Last accessed 24/09/2013.

Landform Research 2013. Lot 23 Nebrikinning Road, Cuballing. Initial Site Assessment –

Potential Landfill. 5 March 2013.

NHMRC and NRMMC (2004). Australian Drinking Water Guidelines 2004, National Water Quality

Management Strategy, National Health and Medical Research Council and the Natural

Resource Management Ministerial Council.

WQPN30, 2006. Water Quality Protection Note 30: Groundwater Monitoring Bores (2006),

Department of Water. NUDLC, 2012. Minimum Construction Requirements for Water Bores in Australia. Edition 3, 2012.



7. LIMITATIONS

Groundwater Consulting Services Pty Ltd has prepared this report for the Wagin Group of

Councils in accordance with generally accepted consulting practice. The specific conditions

of the contract and subsequent communications have had a bearing on the depth and breadth

of the project and on the confidence in the findings. When client constraints, whether express

or implied, have limited the scope of work, a lower than normal confidence may occur.

The confidence in the ability of a groundwater resource to support a nominated withdrawal of

groundwater is subject to spatial and temporal variations in the aquifers, climate and landuse

that may not be known or predictable. Conservative assumptions will have been used where-

ever possible, however, estimates of bore yield or predicted impacts of pumping can be

incorrect, especially where conditions on which predictions were made have been changed.

Groundwater Consulting Services Pty Ltd's predictions are made on the basis that

Groundwater Consulting Services Pty Ltd will be contracted to undertake regular reviews of

operational data that may lead to groundwater availability or quality predictions being re-

estimated.

Groundwater Consulting Services Pty Ltd does not provide advice on crop water

requirements, irrigation schedules, irrigation system design and other non-groundwater

related areas. Groundwater Consulting Services Pty Ltd's advice on bore placement and

operation must be considered by the proponent with reference to expert advice from other

disciplines.

The project for which Groundwater Consulting Services Pty Ltd was contracted was

undertaken for the client and its consulting advisers, and for review by regulatory agencies.

The report should not be used by other parties without the consent of Groundwater

Consulting Services Pty Ltd due to the potential for misunderstandings to occur.


Wagin Group of Councils – Nebrikinning Landfill Hydrogeological investigation, Lot 23 Nebrikinning Road, Cuballing, WA

8. APPENDICES

Appendix A – Figures

Appendix B – Bore Completion Diagrams

Appendix C – Plates

Appendix D – Geotechnical Analysis Report

Appendix E – Groundwater Analysis Report



Appendix A

Figures

WG

C00

1-f0

1.dg

nP

INP

OIN

T C

AR

TOG

RA

PH

ICS

(08

) 956

2 71

36

N0 2 4 6 8 10km

SCALE 1 : 300 000 at A4 (MGA)

REGIONAL LOCATION

SITELOCATION

Drawn: S. BurtonDate: 29 Aug 2013

Figure 1Wagin Group of CouncilsNEBRIKINNING LANDFILL GROUNDWATER MONITORING BORESPORTION OF LOT 23, NEBRIKINNING ROAD, CUBALLING

Project No. WGC001

DerbyBroome

Port Hedland

Geraldton

Kalgoorlie

Albany

Bunbury

PERTH

WESTERNAUSTRALIA

IndianOcean

Karratha

WA Location

Narrogin

78877887

34323432

12271227

25892589

17791779

Lot 23Lot 23

Saturated AquiferSaturated AquiferExistsExists

WG

C00

1-f0

2.dg

nP

INP

OIN

T C

AR

TOG

RA

PH

ICS

(08

) 956

2 71

36

Drawn: S. Burton

Figure 2

Legend

CADASTRAL SOURCE: Landgate, August 2013.CONTOUR SOURCE: Landgate, 1:50 000 Digitial Topographic Data.AERIAL PHOTOGRAPH SOURCE: Microsoft Virtual Earth, flown August 2010.

Wagin Group of CouncilsNEBRIKINNING LANDFILL GROUNDWATER MONITORING BORESPORTION OF LOT 23, NEBRIKINNING ROAD, CUBALLING

Project No. WGC001 SITE LAYOUT

6 363 500mN6 363 500mN

6 364 000mN6 364 000mN

510

500m

E51

0 50

0mE

511

000m

E51

1 00

0mE

511

500m

E51

1 50

0mE

NL4NL4

N0 50 200m100 150

SCALE 1 : 4 000 at A3 (MGA)

NEBRIKINNING ROADNEBRIKINNING ROAD

400400

400400

390390

380380

410410

420

420

390390

380380

370370

22

11

AA

BB

CCEE

NL1NL1

NL0NL0

CC

NL3NL3

NL2NL2

Date: 8 Nov 2013

Proposed Site Boundary

Cadastral Boundary

Topographic Contour

Drainage Line

Proposed Landfill Envelope

Shallow or Exposed Bedrock

Limit of Saturated Aquifer

Cross Section Location

Test Hole Location

Monitoring Bore Location

Weathered ProfileWeathered Profileis Unsaturatedis Unsaturated

WGC001-f03.dgnPINPOINT CARTOGRAPHICS (08) 9562 7136

Proposed Landfill

Shallow Bedrockin Areas

Fresh Bedrock(granite, gneiss, schist with ultramaficand mafic intrusives and quartz veins)

Area of thin or variable sandy clay- May require supplementary lining

- Test pit/drill to map out deeper weathered profile

Possible Excavation

Site

Bou

ndar

y

0 200 400 600 800 1000 1200350

360

380

390

400

410

370

NL2 NL3

Basal Aquifer(partially weathered

bedrock)

Clay Aquitard(completely weathered bedrock)

Clay Aquitard(completely weathered

bedrock)

Basal Aquifer(partially weathered bedrock)

Possible Excavation

NL3

Fresh Bedrock(granite, gneiss, schist with ultramaficand mafic intrusives and quartz veins)

Site

Bou

ndar

y

Proposed Cell 2

Proposed Cell 1

NL0

NL1

0 200 400 600 800 1000 1200

360

370

390

400

410

420

380

Site

Bou

ndar

y

Infle

ctio

n Po

int

A B C

C E

Chainage (m)

Chainage (m)

Elev

atio

n (m

AH

D)

Elev

atio

n (m

AH

D)

Drawn: S. Burton

Figure 3Wagin Group of CouncilsNEBRIKINNING LANDFILL GROUNDWATER MONITORING BORESPORTION OF LOT 23, NEBRIKINNING ROAD, CUBALLING

Project No. WGC001 SCHEMATIC HYDROGEOLOGICAL CROSS-SECTIONS

7,920μS/cm7,920μS/cm

Laterite

7,920μS/cm7,920μS/cm

13,780μS/cm13,780μS/cm

WatertableWatertable

WatertableWatertable

Date: 8 Nov 2013

SHALLOW BEDROCK NEAREDGES OF PROPOSED CELL

DEEPER WEATHERED MATERIALIN MIDDLE SECTION



Appendix B

Bore Completion Diagrams

30

28

26

24

22

20

18

16

14

12

10

8

6

4

2

0

0-2m: Bentonite grout

2-29m: cuttings backfill

LATERITE, orange/brown, pisolites2-15mm, unconsolidated

CLAY, sandy, pale orange/brown,quartz, medium to very coarse, angular

CLAY, sandy, pale red/brown quartz,medium to very coarse, angular

CLAY, sandy, off-white, medium tovery coarse, angular

CLAY, sandy, red/brown to paleorange/brown quartz, medium to verycoarse, angular

SAND/CLAY, pale brown, quartz with20% feldspar, medium to very coarse,angular, granitic precursor

SAND/CLAY, pale brown, quartz with20% feldspar and accessory biotite,medium to very coarse, angular,granitic precursor

30

28

26

24

22

20

18

16

14

12

10

8

6

4

2

0

Resistivity

200

100

0 100

7550250

Bore ConstructionDiagram

LithologyDescription

Lith

olog

y

Stra

tigra

phy

Dep

th (m

)

Dep

th (m

) Gamma (API)

COMPLETION DIAGRAMMonitoring Bore

NL0

Drilling Company:

Driller:

Rig/Method:

Date Completed:

Licence No:

Grid/Zone:Easting:Northing:Measured:Elevation:

Water Level:

Date Measured:

Salinity (uS/cm @ 25oC)

Airlift Yield (L/s):

Screened Aquifer:

No groundwater intersectedTerminated on blade refusal at fresh bedrockCOMMENTS:

Upper Superficial

2999.35 mRL

-3000 mRL

GPS (+/-2m)

6363809

510905

MGA 50

Air-rotary

Robert Browining

Wheatbelt Water Drilling

Ground

PVC CasingSteel Casing

PORTION OF LOT 23 NEBRIKKINING ROAD, CUBALLING, WAGROUNDWATER INVESTIGATION - PROPOSED LANDFILLWagin Group of Councils

30

28

26

24

22

20

18

16

14

12

10

8

6

4

2

0

-0.7-25.15m: 50mm Cl18 threaded PVC casing

0-20.9m: cuttings backfill

20.9-23m: bentonite grout

23-28.15m: graded quartz filter pack, 0.2-0.85mm

25.15-28.15: 50mm Cl18 machine slotted (0.5mmaperture) threaded PVC casing

28.15-28.5m: fall-in

17.8

m

CLAY, SANDY, pale orange/brownmottled red/brown, weakly silicified inlayers

SILCRETE, weak to moderatelyindurated, off-white, after sandy clay

CLAY, silty, orange/bown, no quartz,mafic precursor.

CLAYEY SAND, orange/brown, coarsesand to fine granules, quartz andfeldspar, minor tourmaline, angular.Pegmatite precursor.

GRANITE, grey, weathered, quartz,feldspar and muscovite, coarse sand tofine granules, massive. Minor veinquartz and minor o

30

28

26

24

22

20

18

16

14

12

10

8

6

4

2

0

Resistivity

200

100

0 100

7550250



Lith

olog

y

Stra

tigra

phy

Dep

th (m

)

Dep

th (m

) Gamma (API)


NL1

Drilling Company:

Driller:

Rig/Method:

Date Completed:

Licence No:


Water Level:

Date Measured:



Screened Aquifer:

Reference point is PVC casing 0.67mAGLTerminated on blade refusal at fresh bedrockCOMMENTS:

0.3 L/s

13780uS/cm

8/24/2013

18.54

GPS (+/-2m)

6363690

511265

MGA 50

Air-rotary

Robert Browining


Ground



30

28

26

24

22

20

18

16

14

12

10

8

6

4

2

0



9m

CLAY, sandy, orange/brown

CLAY, sandy, pale orange/brown,quartz, medium to very coarse,angular, with some weathered feldspar

CLAY, sandy, pale grey/brown, quartzand feldpsar, medium to very coarse,with pegmatitic zones

GRANITE, grey, weathered, quartz,feldpar and biotite/muscovite - suspectschistose bands.

30

28

26

24

22

20

18

16

14

12

10

8

6

4

2

0

Resistivity

200

100

0 100

7550250



Lith

olog

y

Stra

tigra

phy

Dep

th (m

)

Dep

th (m

) Gamma (API)


NL2

Drilling Company:

Driller:

Rig/Method:

Date Completed:

Licence No:


Water Level:

Date Measured:



Screened Aquifer:

Located outside proposed landfill area - abandoned and sealed.Terminated on blade refusal at fresh bedrockCOMMENTS:

0.5L/s

6,200uS/cm field

8/8/2013

~9

GPS (+/-2m)

6363906

511429

MGA 50

Air-rotary

Robert Browining


Ground



30

28

26

24

22

20

18

16

14

12

10

8

6

4

2

0

0-6.8m: cuttings backfill

-0.7-9.9m: 50mm Cl18 threaded PVC casing

6.8-8.3m: bentonite grout

9.9-12.9m: 50mm Cl18 machine slotted (0.5mmaperture) threaded PVC casing

8.3-12.9m: graded quartz filter pack, 0.2-0.85mm

12.9-14.8m: fall-in

9.4m

LATERITE, red/brown pisolites insilt/clay matrix

SANDY CLAY, red/brown, quartz sand,fine to coarse, angular.

SANDY CLAY, white/red/brown, quartzsand and weathered feldspar, fine tocoarse, angular.

SANDY CLAY, grey/brown, quartz andfeldspar, micaceous, medium to verycoarsem angular (weathered schist)

SCHIST, grey/brown, quartz, feldsparand muscovite, medium to very coarsegrained.

SCHIST, grey, quartz, feldspar andmuscovite, medium to very coarsegrained, slightly weathered, minorfracturing.

30

28

26

24

22

20

18

16

14

12

10

8

6

4

2

0

Resistivity

200

100

0 100

7550250



Lith

olog

y

Stra

tigra

phy

Dep

th (m

)

Dep

th (m

) Gamma (API)


NL3

Drilling Company:

Driller:

Rig/Method:

Date Completed:

Licence No:


Water Level:

Date Measured:



Screened Aquifer:

Reference point is PVC casing 0.7mAGLTerminated after penetrating about m of granite with air hammer.COMMENTS:

0.1L/s

7920uS/cm

8/24/2013

10.12

GPS (+/-2m)

6363870

511425

MGA 50

Air-rotary

Robert Browining


Ground



30

28

26

24

22

20

18

16

14

12

10

8

6

4

2



SANDY CLAY, orange/brown.

SANDY CLAY, orange/brown. Quartzand weathered feldspar, graniticpresursor.

30

28

26

24

22

20

18

16

14

12

10

8

6

4

2

0

Resistivity

200

100

0 100

7550250



Lith

olog

y

Stra

tigra

phy

Dep

th (m

)

Dep

th (m

) Gamma (API)


NL4

Drilling Company:

Driller:

Rig/Method:

Date Completed:

Licence No:


Water Level:

Date Measured:



Screened Aquifer:

No groundwater intersectedTerminated on blade refusal at fresh bedrockCOMMENTS:

GPS (+/-2m)

6363686

522453

MGA 50

Air-rotary

Robert Browining


Ground





Appendix C

Plates

Project No.: WGC001 Date: November 2013

Wagin Group of CouncilsNEBRIKINNING LANDFILL GROUNDWATER MONITORING BORESPORTION OF LOT 23 NEBRIKINNING ROAD, CUBALLING, WA

PLATES

Appendix C-1

NL3NL1

Airlift Developing NL1Samples NL1

Drilling NL1Bedrock outcrop southwest of Cell 1



Appendix D

Geotechnical Analysis Report

PARTICLE SIZE DISTRIBUTION

AS1289.3.6.1

Sieve Size

(mm) % Passing

Sieve Size

(mm) % Passing

2.36 87

1.18 77

0.600 66

0.425 62

19.0 100 0.300 59

9.5 98 0.150 54

4.75 95 0.075 53

Note: Sample supplied by client.

[email protected]: 44 000 964 278ph: 1300 781 744fx: (08) 9378 0199

TEST CERTIFICATEThis document is issued by the Company subject to its General Conditions of Service (www.sgs.com/terms_and_conditions.htm). Attention is drawn to the limitations

of liability, indemnification and jurisdictional issues established therein.

This document is to be treated as an original within the meaning of UCP 600. Any holder of this document is to be advised that information contained hereon reflectsthe Company's findings at the time of its intervention only and within the limits of client's instructions, if any. The Company's sole responsibility is to its Client and thisdocument does not exonerate parties to a transaction from exercising all their rights and obligations under the transaction documents. Any unauthorized alteration,

forgery or falsification of the content or appearance of this document is unlawful and offenders may be prosecuted to the fullest extent of the law.

SGS Australia Pty LtdPO Box 486 Bassendean WA 6934

5 Yelland WayBassendean WA 6054

Client: Landform Research Client Job No:

Order No: Project: Submitted Samples

Tested Date: 3/09/2013 Location: Potential Rural Landfill

SGS Job Number: 13-01-1372 Sample No: 13-MT-6348

Lab: Bassendean Sample ID: NL0 3-7m

Approved Signatory: (Kyle.Harpley) Date: 9/09/2013

Accreditation No.: 2418

Accredited for compliance with ISO/IEC 17025 Site No.: 2411Cert No.: 13-MT-6348-S301

Form No.PF-(AU)-[IND(MTE)]-TE-S301.LCER/A/01.01.2009 Page: 1 of 1Client Address: 25 Heather Road Roleystone WA 6111

LINEAR SHRINKAGE

AS1289.3.4.1

Mould Length 250mm

Method to Determine

LIQUID LIMIT AS 1289.3.9.2

Preparation: Oven Dried at <50ºC

Dry Sieved

Nature of Shrinkage: Flat

LINEAR SHRINKAGE: 6.0 %

Length of mould (mm) 250

















Form No.PF-(AU)-[IND(MTE)]-TE-S316.LCER/B/27.05.09 Page: 1 of 1Client Address: 25 Heather Road Roleystone WA 6111

DETERMINATION OF EMERSON CLASS NUMBER OF A SOIL

AS1289.3.8.1

Soil Description Purplish pink sandy clay

EMERSON CLASS

NUMBER:

8














Approved Signatory: (Ranjith.Fernando) Date: 4/09/2013




PERMEABILITY: FALLING HEAD

AS1289.6.7.2 Remoulded sample

MDD: Max Dry Density (t/m³):

Dry Density 1.76 t/m³

Moisture Content: 15.1 %

Surcharge (kPa): 0.0

Hydraulic Head: 1,595 mm

Hydraulic Gradient: 16

Sieve Size (mm): 4.75

Percentage Retained: 6

COEFFICIENT OF PERMEABILITY

m/sec at 20 ° C 1.1E-09















Site No.: 2411Cert No.: 13-MT-6348-S800



AS1289.3.6.1

Sieve Size

(mm) % Passing

Sieve Size

(mm) % Passing

2.36 94

1.18 86

0.600 77

0.425 73

0.300 65

9.5 100 0.150 57

4.75 100 0.075 53


















LINEAR SHRINKAGE

AS1289.3.4.1

Mould Length 250mm

Method to Determine



Dry Sieved






















AS1289.3.8.1

Soil Description Mottled yellow brown gray

sandy clay

EMERSON CLASS

NUMBER:

8




















MDD: Max Dry Density (t/m³):









m/sec at 20 ° C 3.9E-09


















AS1289.3.6.1

Sieve Size

(mm) % Passing

Sieve Size

(mm) % Passing

2.36 90

1.18 77

0.600 62

0.425 50

19.0 100 0.300 36

9.5 99 0.150 28

4.75 98 0.075 27


















LINEAR SHRINKAGE

AS1289.3.4.1

Mould Length 250mm

Method to Determine



Dry Sieved






















AS1289.3.8.1

Soil Description Mottled white & grey

gravelly sandy clay

EMERSON CLASS

NUMBER:

8




















MDD: Max Mod. Dry Density (t/m³):









m/sec at 20 ° C 7.1E-09



















Appendix E

Groundwater Analysis Report

APPENDIX 5 – PROPOSED SITE DEVELOPMENT PLAN

NEBRIKINNING ROAD

420

410

410

410

400

400

400

400

390

390

390

390380

380

370

370

1

2

LOT 8732 NEBRIKINNING ROAD, CUBALLING

0 100m

6.6 ha

3,6 ha

STAGE 2

STAGE 1

STAGE 3

STAGE 4

YEAR 0 - 5/10YEAR 5/10 - 30

YEAR 30 - 50

YEAR 50 - 70

FIGURE 2

Steve Pandevski

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EXISTING GRAVEL ACCESS IS TO BE RETAINED AND USED BY RUBBISH TRUCKS

Steve Pandevski

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POSSIBLE FUTURE NEW ACCESS TO ENVELOPE/CELL 2 WHEN REQUIRED

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APPENDIX 6 – PLAN OF DISTANCE TO NEAREST

DWELLINGS

400 m

900 m

900 m

700 m

LOT 8732 NEBRIKINNING ROAD, CUBALLING

DISTANCE TO NEAREST DWELLINGS

Shed behindbrow of scarp

FIGURE 2

Steve Pandevski

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Steve Pandevski

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1

Steve Pandevski

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2

APPLICATION FOR PLANNING APPROVAL PROPOSED REGIONAL … · PORTION OF LOT 23 (NO.3118)...

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Transcript of APPLICATION FOR PLANNING APPROVAL PROPOSED REGIONAL … · PORTION OF LOT 23 (NO.3118)...