EIS 556

AB019265

Mt Gipps Limited : environmental impact statement: proposed

Comet - Hiligrove gold project I

NSW DEPT PRIMARI INAUSTRIES I ABOI 9265 I I I ENVIRONMENTAL IMPACT STATEMENT I PROPOSED ROCKVALE - HILLGROVE GOLD PROJECT I AUGUST, 1989 I I I I I I I I I Prepared by Douglas Martin & Associates Pty Ltd I Environmental Planning Consultants

I in association with

Stuart Miller & Associates Pty Ltd I W.L.P.U. Consultants (Aust) Pty Ltd Nigel Holmes & Associates I Pollution Research Pty Ltd I I ENVIRONMENTAL PLANNING AND ASSESSMENT ACT, 1979 SECTION 77(3)(d) ENVIRONMENTAL IMPACT STATEMENT

This Statement has been prepared on behalf of Mt. Gipps Limited, being the applicant U making the development application referred to below.

The Statement accompanies the development application made in respect to development described as follows:

PROPOSED REOPENING OF COMET GOLD MINE AT ROCKVALE AND TREATMENT OF ORE AND EXTRACTION OF GOLD AT HILLGROVE The development application relates to the land described as follows:

Reference to title

Portion Parish County mi i a ry Volume Folio U Part 154 Clevedon SanV art 4690 20

9856 U Part 163 KfJa.t Part 180 Part 4606 Part 181 " " Part 4607 U Part 184 " Part 4604 Lots 11, 12, 13, Section 21, Brereton Street, Hillgrove and Lot 2, Portion 52, Hillgrove, Metz Parish, Sandon County

The contents of this statement, as required by clause 34 of the Environmental Planning U and Assessment Regulation, 1980, are set forth in the accompanying pages.

Name, Qualifications and Address of DOUGLAS MARTIN & ASSOCIATES PTY LTD person who prepared Environmental ENVIRONMENTAL AND PLANNING Impact Statement: CONSULTANTS 45 Landers Road I LANE COVE 2066

U Certificate U r~~'.R.A.P.I. of DOUGLAS MARTIN & ASSOCIATES PTY LTD U ereby certify that I have prepared the contents of this Statement in accordance with clauses 34 and 35 of the Environmental Planning and Assessment Regulation. U

U :

_ I 1j / 1 MT GIPPS LIMITED

ENVIRONMENTAL IMPACT STATEMENT

PROPOSED COMET/HILLGROVE GOLD PROJECT

AUGUST 1989

NSW DEPARTMENT OF MINERALS AND ENERGY

17 JANO UBRARY

Prepared by:

Douglas Martin & Associates Pty Ltd

Environmental Planning Consultants

In association with

Stuart Miller & Associates Pty Ltd WL.P.U. Consultants Pty Ltd Nigel Holmes & Associates Pollution Research Pty Ltd . ' ; 7 L I E.I.S. I TABLE OF CONTENTS I I IF 1.1 Introduction 1.2 Background I 1.3 Approvals Required 1.4 Project Description I 1.5 Significant Environmental Issues 1.6 Environmental Management Programmes

I 2.0 PROJECT BACKGROUND OBJECTIVES AND APPROVAL PROCESS 2.1 Project Location I 2.2 Project Background 2.3 Project Ownership & Regional Interests 2.4 Project Objectives I 2.5 E.I.S. Objectives 2.6 Environmental Legislation I 2.6.1 Development Consent requirements under Environmental Planning and Assessment Act 1979 2.6.2 Existing Mining Lease I 2.6.3 S.P.C.C. Approvals 2.6.4 Dept of Water Resources Permit I 2.6.5 Public Exhibition

I 3.1 Mining Component 3.1.1 History I 3.1 .2 Tenements & Agreements 3.1.3 Geology I 3.1.4. Ore Reserves 3.1.5 Mining 3.1 .6 Development I 3.1.7 Energy Requirements 3.1.8 Mine Equipment & Installation Requirements I 3.1 .9 Construction 3.1.10 Water Treatment Dam I 3.1.11 Employment I I

3.2 Transport Component I 3.2.1. Traffic Generation 3.2.2 Proposed Transport Route & Alternatives P1 3.2.3 Employment 3.3 Processing Component I 3.3.1 Location 3.3.2 Description of Processing Plant 3.3.3 Construction Schedule I 3.3.4 Employment 3.3.5 Extension of existing tailings facility I 3.3.6 Process Water Recycling System (Decant) I 3.3.7 New Process Water Dam 4.0 EXISTING ENVIRONMENT 4.1 Mining Component I 4.1.1 Climate 4.1.2 Topography I 4.1.3 Soils 4.1.4 Existing Landuse, Tenure & Zoning 4.1.5 Hydrology & Water Quality I 4.1.6 Air Quality 4.1.7 Noise Survey & Existing Background Noise Levels I 4.1.8 Flora & Fauna 4.2 Transport Component I 4.2.1 Topography & Drainage 4.2.2 Land-Use I 4.2.3 Existing Road Network 4.2.4 Road Inventory 4.2.5 Traffic Volumes I 4.2.6 Noise 4.3 Processing Component I 4.3.1 Topography & Drainage 4.3.2 Water Management I 4.3.3 Land Use & Zoning 4.3.4 Noise 4.3.5 Air Quality P1 4.3.6 Socio-economics Li I I 5.0 ENVIRONMENTAL IMPACTS 5.1 Mining Component 5.1.1 Soils 5.1.2 Hydrology & drainage 1 5.1 .3 Land-Use 5.1.4 Traffic Generation I 5.1.5 Noise 5.2 Transport Component I 5.2.1 Evaluation of Alternatives 5.2.2 Traffic Generation 5.2.3 Traffic Safety I 5.2.4 Noise 5.2.5 Dust Generation I 5.2.6 Socio-economics 5.3 Processing Component I 5.3.1 Noise 5.3.2 Air Quality I 5.3.3 Water Quality

~1 1 6.1 Mining Component 6.1.1 Water Treatment Dam I 6.1.2 Noise Managaement 6.2 Transport Component I 6.2.1 Proposed Roadworks 6.2.2 Traffic Management I 6.2.3 Dust Control 6.3 Processing Component 6.3.1 Water Management 1 6.3.2 Existing Water Monitoring Program 6.3.3 Proposed Water Monitoring Program I 6.3.4 Dust Control 7.0 ALTERNATIVES I 7.1 On-Site Processing 7.2 No Action I 8.0 PUBLIC PARTICIPATION 9.0 BIBLIOGRAPHY

I 10.0 STUDY TEAM I APPENDICES 1. Evaluation of Transport Options

I 2. Water Quality Data - Hillgrove I I I I Table 3.1 Comet Mine Resource Statement - May 1988 Table 3.2-1 Proposed Truck Traffic Volumes I Table 3.3-1 Ore Treatment Rates - Hiligrove

I Table 4.1-1 Water Quality Summary - Vicinity of Comet Mine

I Table 4.1-2 Background Noise Levels - Vicinity of Comet Mine

I Table 4.2-1 Study Area Traffic Volumes Origin/Desinat ion Survey, May 1986 and Traffic Counts on MR.74 I Table 4.2-2 Traffic Volumes Roads Maintained by Dumaresq Shire

I Table 4.3-1 Geographic Distribution of Hillgrove Workforce, 1989

I Table 5.1-1 Inventory of Proposed Noise Emission Sources at Comet Mine (No Noise Control Measures in Place) I Table 6.3-1 Parameters for Water Balance - Combined N.E.A.M./Comet Ore I Operation

Table 6.3-2 Proposed Comet/N.E.A.M. Operation - Estimated Water Balance I for Average Annual Climatic Conditions (Year 4)

I Table 6.3-3 Water Quality Monitoring Programme

I Table 7.2-1 Combined Operation Comet/Hillgrove Employment and Income Effects for Each Year of Operation I I I I I I I I 2-1 Location Map I 2-2 Tenement Location & Geology Map I 3-1 Lease, Landholding & Topographic Map 3-2 Geology & Location Map 3-3 Comet Mine Geology I 3-4 Site Plan at Comet Mine 3-5 Conceptual Mine Development I 3-6 Transport Options 3-7 New Processing Plant Location Site Plan I 3-8 Process Plant Flow Chart 3-9 Proposed Water Management Scheme I 3-10 Existing Tailings Facility 3-11 Detail of Proposed Extension of Tailings Facility

I 4-1.1 Evaporation and Rainfall 4-1.2 Temperature I 4-1.3 Wind Data - Armidale 4-1.4 Rainfall Intensity - Rockvale I 4-2 Local Hydrology - Water and Aquatic Fauna Sampling Locations 4-3 Existing Water Management I 4-4 Location and Distribution of Sub-Catchments I 5-1 Location of Houses in Proximity to Transport Route 6-1 Yearly Water Balance - Combined Operation (Year 4) I 6-2 Water Quality Monitoring Locations, Existing and Proposed I I I I I I 'p

I 1.0 SUMMARY

I 1.1 INTRODUCTION

F1 This Environmental Impact Statement (E.I.S.) has been prepared by Douglas Martin & Associates Pty Ltd on behalf of Mt Gipps Limited which is seeking development I consent from Dumaresq Shire Council to operate a processing plant for gold ore at Hillgrove approximately 30km east of Armidale in Northern New South Wales. Gold ore would be transported to the plant from the Comet Gold Mine which is located near I Rockvale and is 42km by road to the north of the proposed Hillgrove plant site. The document has been prepared in accordance with the Director of the Department of I Planning guidelines issued on the 13th March, 1989. This first chapter summarises the planning and other government approvals required, briefly describes the project and goes I on to discuss the most significant environmental issues and outlines any proposed environmental management programmes. I 1.2 BACKGROUND

1 This proposal has resulted from two other proposals to reopen the Comet Gold Mine at Rockvale and carry out processing of the ore immediately adjacent to the mine I (Lewis, 1986; Martin, 1988). The latter of these proposals (Martin, 1988) was given development approval by I Dumaresq Shire Council in January, 1989. For financial reasons, it was then decided to carry out the processing at Hillgrove on a site which is presently used for mining and I processing by the New England Antimony Mine (N.E.A.M.) of which Mt Gipps became a joint-venture partner in May, 1989.

1.3 Approvals Required

I The proposed site is presently zoned rural 1 A under the terms of the Dumaresq Shire Council Planning Scheme. Processing of gold ore is an allowable use of the land I with development consent from the Council. As the processing operation is termed a "designated development" according to the Environmental Planning & Assessment Act, I 1979, an E.I.S. must accompany the development application to Council. I I I 1 2.

i If development consent is granted it is necessary for the proponent (i.e. Mt Gipps Limited) to submit an application to revise its current licences with the State Pollution I Control Commission (S.P.C.C.) for the operation of N.E.A.M.

1.4 Project Description

I Mt Gipps Limited is seeking approval to process 152,000 tonnes over four years of operation at the Hillgrove site. The three main components of the proposal are:

- the mining of the ore from the Comet Mine at Rockvale on an existing mining I lease. - the transport of the ore from Rockvale to Hillgrove along a designated transport I route including Rockvale, Lyndhurst, Tulloch, Chandler, Thorpleigh, Graf ton (M.R. 74) and Stockton (Hillgrove) roads. The maximum number of total truck trips

I would be 24 per day occurring in Year 2 of the operation. In the three other years, the traffic will be significantly less. I - the processing of the ore in a new plant adjacent to the existing antimony I processing plant at Hillgrove using the existing crushing facilities. Mining at Rockvale would be carried out on a two-shift 5 day week basis from I 7a.m. to 11p.m. and transport of ore would occur from the hours 7a.m. to 5 p.m. and only during daylight, Monday to Friday. Processing of the ore would be a three shift 24 I hour operation.

Structures to be built at the Comet Mine include an office and mine facilities building, an access road and a small water treatment dam. There will be some upgrading, realignment and resurfacing on sections of the transport route. The main I construction at the Hillgrove site will be the processing plant, an extension to the existing tailings facility and the construction of an additional dam for storage of I recycle-water. I I I I 1 3. i 1.5 Significant Environmental Issues

The most significant environmental issue raised by this proposal is the transportation of the ore from Rockvale to Hillgrove. This issue was assessed separately I in an evaluation of a number of transport route options (Appendix 1). The preferred route was slightly higher in initial capital cost than another, but it was considered to I have significant environmental advantages. Along the preferred transport route there would be an increase in traffic volume and associated noise level and an increase in dust generation. The other issues relate to the site specific effects of the construction and operation of the plant at Hiligrove. These issues tend to be of lesser significance because of the existing operation of N.E.A.M. which has operated at Hillgrove since I 1969. The proposal will consolidate the operation of Mt Gipps at Hillgrove which presently employs 93 local people and lead to an additional 44 direct jobs within the I region. For the previous proposal (Martin, 188) the residents in the Rockvale vicinity were I concerned about noise generation from the 24 hour operation of the processing plant and the potential for both short and longer term contamination of the downstream water environment resulting from the proposal. For this proposal, the processing plant and the tailings facility will be located at Hillgrove and consequently will eliminate two significant concerns about the previous proposal. I

1.6 Environmental Management

In order to reduce the impact of the trucking operation there have been a number of management programs worked out in conjunction with Dumaresq Shire Council and residents along the route. I These include:

- sealing sections of unsealed roads in proximity to residences and sensitive work I areas (e.g. woolsheds) - improvements to the intersection at junction of Lyndhurst and Tulloch roads I - replacement of a timber bridge on Lyndhurst Road - realignment, widening and repair of drainage to sections of Thorpleigh Road. I - other items listed in Section 6.2 Li] I I 4. I All trucks will be equipped with two-way radios and direct communication between Mt Gipps and the residents along the route would be encouraged with periodic I review meetings to coordinate resident requests for changes to the normal traffic flow. The proponent will also provide back-loading facilities of road building material for I routine or emergency maintenance to any section of the designated transport route. I I I I I L I I I I I I I I I I 5.

I 2.0 PROJECT DESCRIPTION

I 2.1 PROJECT LOCATION

I The Comet Mine is located about 30km north-east of Armidale along the Rockvale Road and a small access road known as Kelly's Road. Hillgrove township, the location of

I the proposed processing plant is approximately 30km due east of Armidale where the New England Antimony Mine (N.E.A.M.) and processing plant has been operating since 1969 (See Fig 2-1). I

2.2 PROJECT BACKGROUND I

This proposal has evolved from a development application in 1988 to reopen the I Comet Mine and process the gold-bearing ore immediately adjacent to the mine at Rockvale (Douglas Martin & Associates Pty Ltd, August 1988). Development consent for

I this previous proposal was given by Dumaresq Shire Council in January, 1989. Following the merger of Mt Gipps Limited with VAM Ltd in April/May 1989 it was decided for financial reasons to process the ore at the existing facilities of N.E.A.M. at Hillgrove I rather than construct completely new facilities at Rockvale. Consequently this project will employ an additional 44 people for the Comet Mine as well as ensure the continued I employment of 93 at Hillgrove which has decreasing in-situ reserves of antimony/gold I ore. 2.3 PROJECT OWNERSHIP & REGIONAL INTERESTS

The combined mining and processing project is jointly owned by Mt Gipps Ltd and VAM Ltd which are both public companies listed on all Australian stock exchanges. Mt I Gipps Ltd has a controlling interest and project management responsibility. In addition to this new investment in the New England region, Mt Gipps is also I developing deposits of an agricultural and industrial mineral in the region near Tamworth. These are the first deposits of the mineral, known as zeolite, to be located I and developed in Australia. I I I I I 2.4 PROJECT OBJECTIVES

I To broaden the mineral base of the Company's present operations.

I To provide an adequate financial base for possible further development of other mines within the Armidale Hillgrove region. I To ensure that the proposed operation is managed in an environmentally I responsible manner. I 2.5 ENVIRONMENTAL IMPACT STATEMENT (E.I.S.) OBJECTIVES 1. To describe the existing environment in the vicinity of each component of the I proposal. 2. To provide comprehensive information on the nature and extent of the U proposed operation. 3. To assess the impact of the proposal. I 4. To propose monitoring and/or management programmes to mitigate any changes to the environment.

I 2.6 ENVIRONMENTAL LEGISLATION

2.6.1 DEVELOPMENT CONSENT REQUIREMENTS UNDER THE ENVIRONMENTAL PLANNING & ASSESSMENT ACT, 1979.

Mt Gipps Ltd retain an existing mining lease on its property at Rockvale. Consent of Dumaresq Shire Council to reopen the mine is required under the requirements of the I Dumaresq Shire Council Planning Scheme. Processing of the ore at Hillgrove requires the construction of a new C.I.P. U (Carbon in Pulp) Plant adjacent to the existing crushing facilities. As more than 100 tonnes per annum of ore will be processed, the new operation is considered to be a I "designated development" under Schedule 3 of the regulations of the Environmental Planning & Assessment Act, 1979. The necessary land for the new processing plant is I presently zoned rural 1 A under the provisions of the Dumaresq Shire Planning Scheme and processing of ore requires development consent from Council. An E.l.S. must be I submitted with a development application to carry out "designated development". I 7. I 2.6.2 EXISTING MINING LEASE

I Mt Gipps currently retain title to Mining Lease (M.L. 755) which covers the area in the vicinity of the Rockvale mine (see Fig. 2-1). Recently maintenance and repair of the I existing facilities has been carried out under the terms of the provisions of the mining lease. I VAM Ltd was the sole operator of the existing antimony mine at Hiligrove until May 1989. This operation has been running since 1969 and currently retains titles to a I number of mineral tenements and applications in the vicinity of the mine. These are shown in Fig. 2-2.

I 2.6.3 S.P.C.C. APPROVALS

An addition to the current pollution control licence from the State Pollution Control Commission (S.P.C.C.) will be required for the new processing plant once I development consent is granted. This revised licence will cover the requirements of the Clean Waters Act (1971), the Clean Air Act (1961) and the Noise Control Act (1975). 1 This licence would be reviewed on an annual basis I 2.6.4 DEPT OF WATER RESOURCES PERMIT There will be a small requirement for domestic water to be pumped from the I Wollomombi River for use in the mine amenities and office area.

1 2.6.5 PUBLIC EXHIBITION I The E.I.S. is to be placed on public exhibition for 30 days and public comment invited. At the end of this period, the E.I.S. and comments received will be used by Council in order to decide whether or not development consent should be granted, 1 granted with specific conditions or refused. Once a decision is made all parties may I appeal to the Land and Environment Court. 1 I I I I 3.0 PROJECT DESCRIPTION

I This chapter describes the proposed project by dividing it into its three major components:

- mining at the Comet Mine, Rockvale I - transportation of the gold ore via Lyndhurst, Tulloch, Chandler & Thorpleigh Roads - processing of the ore at N.E.A.M., Hillgrove. I A balance has been drawn between technical description and the need for communication with interested government agencies, community-based organisat ions I and individuals. However, it should be emphasised that further detail on any aspect of the proposed operation may be readily obtained by direct contact with Mt Gipps Limited I or the authors of this document (see Section 10.0).

I 3.1 MINING COMPONENT I 3.1.1 HISTORY

In the 1870's the Comet mine was known as the Phoenix Gold Mine and was opened I to a depth of about 25m. The North Broken Hill Company Limited investigated it in 1941-42 and concluded from limited diamond drilling that the ore shoots were unlikely Iii to persist to depth. In 1979 the mine was reopened by S.J. Lacey and worked to 1981, over which period a calculated head grade of 8-12 g/t Au was obtained from 8000 tonnes I of ore mined. Since then it has been on care and maintenance. Underground sampling and assessment has subsequently been carried out by Layton I & Associates (1982), Pertzal-Tahan (1983), and United Gold/City Resources (1985) with encouraging results. Mining studies by Murphy (1983) and Magnussen (1985) were similarly encouraging. I City Resources (United Gold/Omega Mining) took up the deposit along with a number of other tenements in the region and drilled it extensively delineating a reserve I of 139,000 tonnes at9.4 g/t Au at a cutoff grade of 3.9 g/t Au. In October, 1987, Mt. Gipps Limited took up an option on the deposit and has I proceeded to a detailed investigation for proposed re-opening. Mt. Gipps Limited now holds an agreement to purchase the property surrounding I I I 9. 1 M.L.755 subject to development consent being granted which is shown in Fig. 3-1. Mt. I Gipps now owns the Happy Valley property which is also shown in Fig. 3-1.

3.1.2 TENEMENTS & AGREEMENTS

Mt. Gipps has purchased City Resource's (Omega Mining) titles to tenements in I the A rmidale region. Those relevant to the Comet Mine are ML 755, covering the mine itself, and I exploration Licence 2728 (Fig. 3-1) which covers areas of potential outside ML 755. An agreement has also been reached with Kratos Pty. Ltd. (Caledon Mining) to I allow mining of ore adjacent to ML 755, within ML(A) 178 (Fig. 3-1). 3.1.3 GEOLOGY

Regionally, gold mineralisation is associated with the contact between I metas ediments and a granitic intrusion (Fig. 3-2). The granite is related to those of the Hillgrove deposits. I The Comet Mine was developed in a quartz reef within the granite, sub-paralleling the metasediment contact. The reef extends over 1500m at the surface and dips southeasterly at approximately 45 degrees into the granite. I Gold occurs in a freemilling quartz lode and is mainly associated with iron sulphides, and with minor lead and arsenic sulphides. I Gold has been deposited by solutions travelling upward through a fault zone. Multiple events have concentrated mineralisat ion within the main lode. A generally I sharp contact exists between the reef and the enclosing host granite. At least one deeper ore shoot has been detected by drilling, which may in fact have provided a conduit for higher deposits. Faulting has also been active since I mineral isation, off-setting the reef. One of the major effects of this has been at the north-eastern end of the ore body where the high grade ore zone has been 'lost' at the I lease boundary. Thus, further drilling may locate additional ore. Surface geology of the proposed site is shown in Fig. 3-3. The mine site plan is shown in Fig. 3-4.

I I I I 10.

3.1.4 ORE RESERVES

The basis for development of the mine is on the proven and probable reserves of 165,563 tonnes of ore at an average grade of 7.3 grams/tonne as outlined in Table 3.1. The actual mineable tonnages however are less than this, due to ore left as support around openings (fig. 3-5). Some additional ore is anticipated from the less defined possible ore zone, yielding a total planned mine production over four years of 151,500 tonnes.

Table 3.1

Comet Mine Resource Statement

May 1988

Geological Insitu @ 4g/t cutoff

CLASSIFICATION GRADE TONNES a/t

PROVEN By Underground Development 10.9 46953 PROBABLE Drill Tested 8.3 118610

- TOTALS 7.3 165563

POSSIBLE Drill Indicated 5.7 46796

- TOTALS 7.7 214000

- POTENTIAL Geologically Inferred 6.0 50000

- Source: Mt. Gipps Limited

3.1.5 MINING

The mine site plan is shown as Fig 3-4. The overall site has a north-east to south-west alignment following the two minor drainage lines which are shown on the figure. The mining area is located around the existing mine shafts which will be used for either mining or venting purposes. These shafts are aligned in parallel to the ore body and run approximately north-east to south-west and are numbered 1 to 5 on the figure. Ore extracted from the mine would be stockpiled and then transported 11.

Li by truck to Hiligrove. The mine has been well developed in the past. There are four shafts which provide I immediate access to the mine. These are Nos. 2, 3, 4 and 5 shafts (see Fig. 3-5). The mine is presently being kept dry and accessible by a pump located on the 3 level at the I bottom of No.2 shaft. No. 2 shaft is well supported with extensive timberwork to the 2 level. The I hoisting arrangements are an air powered winch, a tubular tripod headframe and 0.5 tonne kibbles (bucket) discharging onto a concrete ore pad. The shaft is equipped with a timber skidway to carry and guide the kibble. This shaft has been sunk to the 3 level and I some 15 metres of level development has been done on the 3 level. There is a platform on the 2 level. The portion of shaft between 2 and 3 level has been worked off line and I will have to be straightened. The 3 level has contacted a sheared and faulted zone which will require chemical anchored rockbolts for support. I No. 3 shaft is also well supported with extensive timberwork to the 1 level. The hoisting arrangements are a tubular tripod headframe and a 0.5 tonne kibble discharging onto a concrete ore pad. There is no winch. The shaft is also equipped with a timber skidway to carry and guide the kibble. This shaft has been sunk to the 2 level and has a platform on the 1 level. I No. 4 shaft has been sunk to the 1 level and is bare. No. 5 shaft is also well supported with extensive timberwork to the 1 level. The I hoisting arrangements are a tubular tripod headframe and a 0.5 tonne kibble discharging onto a concrete ore pad. The shaft is also equipped with a timber skidway to carry and I guide the kibble. This shaft has been sunk to the 2 level and has a platform on the 1 level. The 1 level has been driven for 250 metres along the ore-body and I connects Nos. 3 and 5 shafts. It is equipped with 18" gauge rail. Due to the extremely competent nature of the hanging wall it requires minimal support and is accessible for I the entire length along the ore-body. The 2 level has been driven 250 metres along strike and connects Nos. 2, 3 and 5 shafts. It is also equipped with 18" gauge rail. Due to the extremely competent nature of I the hanging wall it similarly requires minimal support and is accessible for the entire length along strike. The northern extremity of the 2 level has contacted a shear zone I with minor faulting and chemical anchored rockbolts will be required to ensure safe conditions for further development and stoping. I I [I I 12.

LI Present equipment on site which is of use include a 500 C.F.M. air compressor Fi which is operational, in good condition but requires sound- proofing. There is also a small workshop, stores and lamproom building which will require upgrading and enlarging.

H 3.1.6 DEVELOPMENT

I The objective is to bring the mine into maximum production as rapidly as possible utilising the existing shaft systems and infrastructure with upgrading as required. The I present hoisting systems are inadequate to handle the relatively higher tonnage rates. The planning and design caters for a maximum production rate of 55,000 tonnes per annum. There would be two shifts of five days a week for the mining operation. I Two distinct mining districts have been identified. Poor core recovery from diamond drilling in particular recovery of the granular sulphides and the relative I inaccuracy of percussion and reverse circulation drilling leave open the question of continuity of economic grade at depth. Continuity of the mineral ised body at depth is I confirmed in terms of reef thickness which increases with depth. No. 5 shaft will be re-equipped with a steel headframe and 80 H.P. hoist and will I provide immediate access for men, materials and machinery to the 1 and 2 levels for the rapid rehabilitation of the drives and stopes on those levels. No. 2 shaft will be used as a sinking, development, raising, materials handling and I man-hauling shaft. It will be sunk another 30 metres based on present drilling information. It will be equipped with a single 3-tonne capacity skip with provision to 1 lower and raise men, materials and machinery. It will also be equipped with a ladderway and will accommodate compressed air and water piping. It will be necessary to remove Fill the present headframe, hoist and hoisting gear to make way for a new higher capacity hoisting system. F~ Access to the ore-body will be carried out by driving along the lode. Extension of 1 and 2 levels southward towards the lease boundary and delineating ore blocks for later extract ion. No. 3 shaft will be used for temporary access during rehabilitation and I re-equipment and then become an upcast ventilation shaft.

IL~ I I I I 13. I 3.1.7 ENERGY REQUIREMENTS

I There is a 200 KVA 415 V power supply on site. This facility will be upgraded to 300 KVA by installation of a new transformer. Total power requirements for the project I will be 280KVA.

I 3.1.8 MINE EQUIPMENT & INSTALLATION REQUIREMENTS SURFACE FACILITIES I AMENITIES BLOCK 6 Showers 2 Toilets 1 Urinal I 25 Lockers - wet - dry

I LAMP ROOM

LAMPS I Charging racks: 35 cap lamp capacity I EXPLOSIVES STORAGE Gelignite: A magazine suitable for storage of 100 (size 25kg) cartons. For location I see Fig. 3-4. Electric detonators: magazine suitable for storage of 2000 detonators. ANFO Preparation:.. storage shed for approximately 10 tonnes of nitropril in 40 kg 1 bags small motorised ANFO mixing machine I ANFO silo HOISTING I No.2 shaft -80 Kw AC hydraulic winch, headframe, tipple, bin, winch shed and 1.5m3 capacity skip. I -- No. 5 shaft - 80 Kw electric hydraulic double drum winch, headframe, tipple, bin, winch shed and 1 .5m3 capacity skips in I balance.

1 PRIMARY VENTILATION

I Nos. 3 & 4 shafts: Centrifugal fans, 40kW motor, 50,000 cfm. I I 1 14.

COMPRESSED AIR

-- 1 x diesel compressor, 600 cfm at 100 psi. -- 3 x Electric Compressors, each 550 cfm at 100 psi. -- 1 x Air Receiver. -- Distribution main. -- Weather proofing and sound attenuation housing.

WATER SUPPLY (DRILLING AND ABLUTIONS) -- 2 x 22,500 litre (5000 gallon) storage tanks. -- Mine reticulation system with pressure breakdown using reducing valves.

111,V11,1121

- Timber handling and storage area. -- Shed to house docking saw, chainsaws etc. STORES

-- Shed to house general stores items. -- Storage area for rails, pipes, mesh, roof bolts.

UNDERGROUND FACILITIES DRILLING EQUIPMENT

Drilling machines (Atlas Copco Panther BBD91 or equivalent) Air legs - single stage (Atlas Copco BMK91 R) - double stage (Atlas Copco BMK51T6R) or equivalent air legs

Drill Steel Grinders Air line oilers (automatic low oil shut off) Air line oilers - ordinary type 15.

BLASTING EQUIPMENT

Portable ANFO Loaders Electric Shot Firers (I.C.l.) Firing Circuit Testers

RAIL EQUIPMENT - 61 0mm (24-inch gauge)

Air shovels either Eimco 12B or Atlas Copco LM36 plus major spare components - traction motor -. bucket motor Battery Electric Locomotives (Gemco 1.5 tonne) Trucks (1 tonne capacity, side tipping)

SECONDARY VENTILATION

-- 3 x 2 stage axial flow electric fans 7.5 kW each -- 2 Centrifugal fans -- 3 x 150mm diameter venturi ventilators -- 3 air fans (350mm-450mm diameter)

PUMPS

-- 4 submersible centrifugal pumps, compressed air operated -- 2 diaphragm pumps, compressed air operated (Atlas Copco DOP15) -- Mine drainage pumps - 1 electrically operated pump 1 spare pump

WINCHES (Compressed air operated)

-- Shaft sinking (2 x 1 tonne capacity winches) -- Stope materials handling (5 small winches)

SCRAPER

-- 2 small compressed air operated scraper winches and hoes 16.

SAWS

-- 5 compressed air operated chain saws

HAND DRILLS

-- 2 x 12m electric drills -- 2 x 12m air operated drills -- 3 x lOm air operated pistol drills

3.1.9 CONSTRUCTION

Construction of the mine facilities will commence once development consent has been granted. As much of this work will be carried out underground, surface activity will be limited to:

- the construction of an earth dam of capacity 0.4 Megalitres which will be used to treat water pumped from the mine

- reinforcement of No. 2 shaft collar

- the construction of an amenities block and office facilities

- a pad for two winder sheds

- road and drainage construction.

These surface activities will continue for up to three months with the majority of the on-site work being completed within 8 weeks. The proposed road and other surface activities are shown in Fig. 3-4. Construction would only be carried out in daylight hours from 7.30a.m. to 4.00p.m.

3.1.10 WATER TREATMENT DAM

The proposed location of the dam for treatment of the mine-water is shown in Fig. 3-4. The surface area of this dam will be approximately 20m x 20m in surface area and will be used to ensure that no contaminated water is allowed to flow into the drainage line adjacent to the mine. I 17. 3.1.11 EMPLOYMENT

I The mine will run on a two-shift basis from 7a.m. to 3p.m. and 3-11p.m. Total I employment at the mine will be 39 people. I 3.2 TRANSPORT COMPONENT 3.2.1 TRAFFIC GENERATION I The project has a projected life of four years and the required tonnages for each year are as shown in Table 3.2-1. I As can be seen in the table, the maximum movement is required in Year 2 of the operation when the annual tonnage reaches 55,000 tonnes. Assuming a 236 day/year, the I maximum number of daily trips was calculated at 24. Operations would be carried out for five days a week from 7a.m. to 5p.m. using trucks of 20-22 tonne capacity. If the I number of working days/year were to increase the number of truck movements necessary per day would decrease to maintain production. E There is adequate storage area adjacent to the Hillgrove processing plant for stockpiles of up to 21 days of material.

I 3.2.2 PROPOSED TRANSPORT ROUTE & ALTERNATIVES

A number of options were considered for the transport of the Rockvale (Comet) ore. These are shown in Fig. 3-6. The preferred route chosen from the evaluation of options was Option 3 which involves sections of Rockvale Road, Lyndhurst Road, Tulloch Road, Chandler Road, Thorpleigh Road, Graf ton and Stockton (Hillgrove) Road. The overall journey length is 42km of which 16km is sealed and 26km is unsealed.

3.2.3 EMPLOYMENT

In order to satisfy project requirements up to 5 contract jobs would be created for drivers and maintenance. Two trucks would be required in years 1, 3 and 4 of operation I with three trucks required in year 2 of the operation. I I I

18.

TABLE 3.2-1

PROPOSED TRUCK TRAFFIC VOLUMES

Year 1 Year 2 Year 3 Year 4

Tonnes Hauled 24500 55000 40000 32000

Total Annual Loads 1255 2750 2000 1600

Total Trips 2450 5500 4000 3200

Daily Trips 236 Day Year 10 24 18 14

Hourly Volume 7a.m. - 5p.m. 1 2.4 1.8 1.4 Source: Mt Gipps Limited

3.3 PROCESSING COMPONENT

3.3.1 LOCATION

The new processing plant f or the Comet ore would be located immediately to the south-west of the existing antimony processing plant (see Fig.3-7).

3.3.2 DESCRIPTION OF PROCESSING PLANT

SUMMARY

The plant will be integrated into the existing operation of N.E.A.M. The basic production process of the C.I.P./C.I.L. plant is shown in Fig. 3-8. It should be emphasised that the proposed plant will be a scaled down version of the design put forward in the previous E.I.S. for on-site processing at Rockvale.

The process will:

use the existing Crushing Plant require building new Grinding, Cyanidation, adsorption and gold production areas. I 19. The existing crushing plant used by N.E.A.M. would also be used for crushing of I the Comet ore.This plant would be run in cycles of approximately 6 days predominantly during day shift.

I The grinding, cyanidation and adsorption section is designed as a continuous (24 I hour/day) operation. The other area is the gold room consisting of the elution, electro- winning and I gold smelting section. This section will be a 5 day/week, day shift operation. I CRUSHING & SCREENING

There is an existing two stage crushing plant. It consists of a double toggle jaw I crusher 610 x 91 0mm and a 1200mm gyratory crusher operating in closed circuit with a 1 .22m x 3.05m double deck screen. The plant will treat ore at an average rate of 40 I tonnes/hour and produce a product of nominally minus 11mm. The ore will be fed to the primary crusher va an apron feeder which will remove I -80mm fines from the Run of Mine (ROM) feed. The primary jaw crusher product/screen feed conveyor is 750mm wide and the I return oversize conveyors and final product conveyors are 800mm wide. The final crushed product will pass to a fine ore bin of 500 tonnes live capacity equivalent to 8 milling shifts. I Dust suppression is fitted at the discharge of the secondary crusher. Maintenance of the existing crushing plant equipment is by hoist and no provision I has been made in the plant design for lifting hoists. Tramp metal detection has been provided by the inclusion of a magnet and metal I detector on the screen feed conveyor. A small control cab houses all the electrical starting equipment and provides shelter for the operator. I Ahead of the primary crusher there is an area of about 30m x 50m for ROM ore storage of about 5,000 tonnes.

I I I 20.

GRINDING

I The mill and cyclone have been sized to treat 6.5 tonnes per hour of feed and produce a cyclone overflow product of 80% minus 75 microns at a pulp density of 40% I solids. A vibrating screen 3.05m x 1 .22m screens the cyclone overflow to remove tramp I oversize and wood fibre. pH control is obtained by adding metered amounts of lime via a variable speed I rotary feeder to the mill feed conveyor. I LEACHING & CARBON ADSORPTION I The majorsteps in this section are:-

Step 1 - Aeration

I Ground pulp at 40% solids will gravitate from the grinding circuit cyclones via the trash removal screen to two pre-leach tanks in series. Each tank, of 45 m3 live volume would be fitted with dual open impellers. Residence time in I the tanks will be 2.5 hours per tank.

Both tanks will be strongly aerated to ensure adequate leach rates in the following leach tanks.

Step 2 - Leaching

Leaching would be carried out after preliminary aeration to control cyanide consumption and to raise the dissolved oxygen to a level acceptable for I leaching. Aeration will continue in all leach tanks.

Two tanks of similar configuration to the aeration tanks would be provided for this task. I Cyanide solution normally will be metered to the first leach tank with I facilities to feed to the second tank should the first be out of commission. I I 21.

i Step 3 - Carbon Adsorption

I Five tanks, operating in series and fitted with dual open impellers, will operate as a carbon-in-leach train. Each tank, 3700mm diameter x 4000mm high provides 3.5 hours retention time.

Each tank would be fitted with Kambalda type interstage screens.

Carbon transfer from tank to tank would be counter-current to the pulp flow I and would be achieved by internal air lifts. The final stage of carbon transference is by means of a submersible vertical recessed impeller pump I which delivers loaded carbon, via a screen to remove surplus pulp, to the I elution column, the surplus pulp returning to the first CIL tank. Pulp discharge from the final tank in the train would be screened on a I horizontal vibrating screen, to minimise carbon loss, prior to pumping to the tailings dam.

I The plant has been designed for a carbon concentration in the range of 20g/I with an average carbon inventory per tank of 860kg. Total carbon advance can I be achieved within an eight hour shift.

I ELUTION

I The complete elution procedure is carried out on one bed volume of carbon 0 cub.m equivalent to 500kg carbon) in a butyl rubber-lined column of 600mm inside diameter x 3600mm height. I

The elution procedure can be controlled in either automatic or manual mode I with interlocks and controls for the circuit.

The elution procedure consists of the following stages:

I - Acid wash - Water wash - Pretreatment with a caustic/cyanide solution I - Water elution - Cooling I I I Step 1 - Acid Wash

I The acid wash is carried out at ambient temperature for 20 minutes using 0.67 I Bed Volume (BV) of 3% strength acid. Step 2 - Water Wash

The purpose of the water wash is to remove residual hydrochloric acid from I the carbon before treatment with caustic and cyanide. The wash is carried out at 90 degrees C for 120 minutes using 4 BVs of water. I Step 3 - Pretreatment

A premixed caustic and cyanide solution is pumped into the column at 2 BVs I per hour using a positive displacement pump. A solution temperature of 110 degrees C is achieved by: I a. reclaim of heat from column exit solutions in a heat exchanger; and b. heat transfer from the boiler section which is separately circulated I through the heat exchanger.

The pretreatment is done for 20 minutes and all solutions are collected in the 7 m3 capacity electrolyte tank, ready for electrowinning.

Step 4 - Elut ion I The elution cycle is carried out at 110 degrees C using the heating method described above. This phase of the cycle (6 BVs) utilises potable water and the I subsequent eluate passes to the electrolyte tank for electrow inning. I I I I I I 23. i Step5-Cooling

I This final step is necessary to prevent boiling of water in the column when I removing the carbon and to stop any further elution of gold from carbon. The cooling water is discharged to the electrolyte tank.

Step 6 - Barren Carbon Transfer I Barren carbon is hydraulically discharged from the column to the regeneration kiln feed vessel. It is also possible to discharge the carbon directly into the I last stage of CIL, thus bypassing the regeneration stage. Transfer is affected in about 60 minutes using 2 BVs of

I raw potable water. I Ultimate transfer of carbon, after regeneration, back to CIL is by a dense I - phase conveying technique using process water. This minimises carbon I attrition.

I The purpose of regeneration is to reactivate carbon and also to remove organic compounds such as oils that adsorb on to the carbon during pulp and

I carbon contacting. The reactivation is necessary as loss of activity of the I carbon can result in loss of gold from the plant in solution form. I Eluted carbon is transferred to the kiln feed vessel and the water allowed to drain. The vertical kiln is heated by gas burners to a temperature of 650 degrees C. The drained carbon is fed by a screw feeder at a rate up to 50 kg/h I into the kiln, where the carbon is regenerated at 650 degrees C for 15 minutes. I I I 24. I The regenerated carbon is transferred hydraulically from the transfer vessel I to the last CIL tank. I GOLD RECOVERY I Electrow inning is used to remove gold from the electrolyte solution. The gold I is deposited on to steel wool cathodes.

The loaded gold solution from the elution column is circulated through a I rectangular electrow inning cell of 9 cathode capacity 0.5 m3/h. Electrow inning is carried out for up to 16 hours per day or until low I electrolyte gold levels of about 3g Au/t are attained.

I Each cathode consists of about 0.4kg of steelwool and gold loadings of about 2kg per cathode can be expected after two campaigns. Barren electrolyte is I pumped to the first preleach tank.

The loaded cathodes are removed from the cells about 3 times per week. The I cathodes are smelted to remove the steel wool and gold is poured into standard moulds and cooled. Slag is returned to the mill to recover residual I gold.

I The proposed layout of the plant has been integrated with the grinding circuit in order to minimise space wastage and provide easy access around the main I areas of the plant.

The ground floor is suitably sloped for spillage drainage into floor sump I pumps, one serving each of the grinding and leach sections, and the tailings I pumps. The floor of the gold room has been divided into separate bunded self draining I areas for acid, caustic cyanide and the main area of the gold room. Any spills in the acid or caustic cyanide areas will empty by means of a small hand I pump. The main floor area of the gold room will be serviced by a vertical sump pump which will transfer any spillage, washings to the CIL section of H the plant. I 25. I I GENERAL

I All bulk reagent storage would be held in a separate locked fenced of f area adjacent to the reagent mixing section alongside the CIL section of the plant. I This area would be bunded and drain to a holding tank for transfer to the tailings storage area. Fj' A safety shower with eyewash will be provided to service this area.

A separate gas storage area has also been provided to service water heaters, LI kiln and bullion furnace within the gold room. LIME ADDITION I Lime would be delivered to site as quicklime in 20 tonne bulk tankers which I would be pneumatically discharged into a 40 tonne capacity silo. The lime would be metered from the silo directly on to the mill feed conveyor where it I would be ploughed into the ore to prevent dusting. I CYANIDE The cyanide mixing system, sited adjacent to the CIL section, is designed to I accept bulker bags of sodium cyanide. The bags are hoisted on to a dry bag breaker fitted with a cruciform knife discharging into a mechanically agitated I above-ground mixing tank. To prevent volatilisation of HCN from the cyanide solution an alkali pH would be maintained using a small amount of caustic solution. The cyanide solution is transferred by pumping to an above ground I storage tank which has about 24 hr storage capacity. Cyanide addition to the I leach circuit is by a variable speed positive displacement pump. The mixing area is fully bunded and floor slope drains to the floor pump I servicing the CIL section of the plant. Cyanide solution would also be pumped as required from the storage tank to the caustic I LI I I 26. I cyanide solution tank provided for the elution circuit. I The small requirements for caustic cyanide solution and acid required for the elution and gold room sections will be mixed as required in separate 2 m3 I tanks and the solutions will be added to the elution circuit by variable speed positive displacement pumps.

Safety control measures for occupational health and safety include:

- The plant to be fully serviced with washing and shower facilities in the cyanide mixing areas, liquor storage tank areas, addition points, grinding I and adsorption circuits, and in the carbon stripping areas.

- Regular inspection of water pumping facilities to ensure maintenance of water pressure for washing and shower facilities.

- Provision of oxygen and air resuscitation equipment.

- Education of plant staff on recommended first aid procedures for cyanide use. I

- Provision of personal hydrogen cyanide detectors and cyanide antidote I kits.

I - Liaison with local fire and hospital facilities. Transport of sodium cyanide to the site would continue to be carried out in accordance with 1 the requirements of the N.S.W. Dangerous Goods Act. One 20 tonne load of sodium cyanide would be required per month of operation. It should be noted that sodium cyanide is already used in I the antimony plant for batch treatment of gold concentrate to bullion. I I I I I 27. I 3.3.3 CONSTRUCTION SCHEDULE

I The construction of the processing plant should take approximately 6 months to complete and involve a peak workforce of 20-30 workers. Total capital investment I involved in the project is approximately $M2.0. The workforce would be accommodated in Armidale. I The process plant construction would require the delivery of major pieces of equipment such as the ball mill. It would also require the delivery of fabricated steel I and construction materials. Construction would only be carried out during the daytime from 7.30a.m.-4.00p.m.

3.3.4 EMPLOYMENT

I The processing plant will require a workforce of 6 who would operate the plant I over three shifts per day. 3.3.5 EXTENSION OF EXISTING TAILINGS FACILITY I PROJECT REQUIREMENTS

I The existing operation at N.E.A.M. involves the production of approximately 40,000 tpa of tailings which are deposited in the existing tailings dam. Introduction of I the Comet Valley ore and associated increase in N.E.A.M. production for a four year period requires an addition to the tailings facility to accommodate approximately an I extra 326,000 tonnes of tailings produced at a rate of approximately 90,000 tpa. It is planned to treat N.E.A.M. ore and Comet Valley ore concurrently and the planned rates I of production are shown in Table 3.3-1. The lay-out of the proposed extended operation is shown in Fig. 3-9.

I TABLE 3.3-1 I Proposed Ore treatment rates - Hillgrove Rate (tpa)

I Ore Year 1 Year 2 Year 3 Year 4

N.E.A.M. Ore 46,500 35,000 46,500 46,500 I Comet Valley Ore 24,500 55,000 40,000 32,000 I Source: Mt Gipps Limited I

I DESCRIPTION OF PROPOSED EXTENSION

I The tailings storage facility at N.E.A.M. was constructed in 1983 upon the commencement of a tailings retreatment programme, which reclaimed all of the I previous tailings storage areas. The impoundment is built in a deep valley, and is basically of upstream I construction. The tailings facility is designed to a maximum height of 37m and with an overall slope of 3 (horizontal) to 1 (vertical). The face of the main embankment is constructed in a series of five steps, three lOm high and separated by 12m wide benches followed by a five metre high step, 6m wide bench and three metre high step to the top of the embankment. A cross section of the existing facility is shown on Figure 3-10. I For the first two years of its life, tailings were cycloned in the plant to provide

two separate tails streams - a coarse fraction, which was placed upstream of a rockf ill I starter toe wall, and a slimes fraction which was placed in a separate containment in a position near the centre of the ultimate storage area. Each successive major lift of the

~7' embankment was constructed using locally excavated rockf ill placed by the upstream method in approximately 2m high lifts and cycloned coarse fraction tailings placed I behind each lift forming the foundation for the next small rockf ill embankment. Extensive underdrainage, comprising agricultural drains covered with graded filter material was placed along the valley floor, fanning out to drain the entire toe area of I the valley dam. These drains flow to a separate catchment dam downstream, where water is recycled to the main Eleanora Dam along with decant water. I Additional storage required for the 326,000 tonne of tailings will be provided by a 6m high paddock type storage constructed by the upstream method in two 3m lifts on I top of the existing facility. The new storage will be 160m x 300m and extend into the abutment on the northern side of the existing storage. The embankments will be I constructed from rockf ill obtained from this northern abutment. Current deposition procedures whereby tailings are beached from the embankments provide a foundation onto which a staged 6m high embankment may be I placed. Past construction has demonstrated the viability of this approach and stability analysis, using conservative parameters, has demonstrated acceptable factors of safety. I Further stability analyses using the models analysed for the present situation demonstrate that the proposed addition does not impair the existing factors of safety.

I I I Deposition will take place from the perimeter of the storage and the final freeboard at the perimeter will be 0.5m. Additional flood storage will be gained from in the storage formed by the sloping beaches from all sides to the existing central drain. Total final flood storage at the end of the life of the operation will be 40,000m3 or equivalent to the runoff from 830mm of rainfall i.e. 3.6 times the rainfall from a 1/100 yr 72 hour storm.

SUBAERIAL DEPOSITION

Tailings will be pumped to the tailings storage in slurry form at 23% solids for the N.E.A.M. tailings and at 40% solids for the Comet tailings and then deposited around the perimeter of the tailings storage according to a predetermined strategy based on the subaerial deposition technique. This technique has proved most suitable for Australian conditions. The location of the proposed perimeter tailings distribution line and a cross section of the proposal is shown on Figure 3-11. Experience has shown that deposition in thin layers, when dried by evaporation, results in the establishment of a competent tailings mass which is not subject to further settlement or consolidation, and is stable even under severe loading conditions. The perimeter distribution pipe will be laid on the crest of the embankment on all four sides and a number of smaller diameter off takes spaced evenly along the length of the distribution line. The flow of tailings slurry from each off take will be directed into the storage through a pipe to the surface of the stored tailings in order to prevent erosion and to allow non turbulent deposition of the slurry, hence efficient settling and supernatant production. The entire surface of the tailings storage will be covered with a generally even layer of tailings and the selection of off takes will be controlled to ensure an even distribution. Within the storage the tailings will be discharged on a cyclic basis, each deposited layer being permitted to settle, dry and consolidate prior to the placement of the next layer. The deposition strategy will produce a gently dished surface sloping towards the central decant riser. I 30. i 3.3.6 PROCESS WATER RECYCLING SYSTEM (DECANT) I Water balance calculations (Section 6.3) show that under average climatic conditions, peak flows required at the decant will increase by about 50% to 5.2 I/s. This I capacity can be accommodated by the existing decant system. However, in order to allow separation of cyanide contaminated water from the I existing N.E.A.M. tailings an additional decant system is proposed. This system will allow sub-division of the drainage from the tailings and will comprise a tower structure I located against the northern edge of the facility and founded on natural ground. This tower will be able to gravity feed return water directly back to the plant or water I storage.

3.3.7 NEW PROCESS WATER DAM I

DESCRIPTION OF OPERATION

Operation of the Comet/N.E.A.M. project will involve a water management plan I which is designed to isolate all cyanide process water and reserve it solely for recycle to the process plant. Make-up requirements will be met from Eleanora Dam. To achieve this a new process water dam is proposed and is sited to the north of Eleanora Dam. The I dam will be a four sided impoundment with rainfall runoff only being received from incident rainfall. It will be 75m square, contain water to a maximum depth of 2.7m and I have a capacity of 15 Ml. During periods of extreme rainfall or reduced recycle any requirement to spill process water from the new process water dam will be I accommodated by a spillway leading into the Eleanora Dam (see Figure 3-9). Water from the tailings dam and underdrainage from the seepage dam will be I pumped directly to the new process water dam for direct recycle to the plant as required. Make-up water will be pumped from the Eleanora Dam. The existing water return dam will be removed from the system. I Uncontaminated rainfall runoff will bypass the Eleanora Dam via the existing overflow bypass channel and be diverted around the diversion pipes immediately I downstream of the Eleanora Dam spillway. No uncontaminated runoff from these catchments will enter the overflow Dams Nos. 1 and 2 which will be used solely for I containment and disposal of overflow from the Eleanora Dam. During periods of bypass channel flow, Eleanora Dam may be replenished via the 600mm bypass pipe as currently I I I 31. I 4.0 EXISTING ENVIRONMENT

I 4.1 MINING COMPONENT

I 4.1.1 CLIMATE

I Rainfall and temperature data are available for Armidale, the recording centre which is nearest to the Comet gold mine and the township of Hillgrove. Records have I been kept since 1857. Seven years of evaporation data are available from a Class A Pan at the University of New England in Armidale. This first sub-section on climate is relevant to all three components. A rainfall intensity diagram has been utilised for I Hillgrove. The mean monthly rainfall and evaporation figures are graphically shown in Figure I 4.1-1. The mean annual rainfall is 793mm. There is a pattern of peak rainfall occurring during the summer months, between November and February and an autumn trough I during April and May. The annual mean class A pan evaporation is 1600mm with the summer rate approximately three times that of the winter rate. I Mean daily maximum and minimum temperatures per month are presented in Figure 4.1-2. Armidale experiences warm summers and cool winters. Windrose diagrams for the Armidale area are presented in Figure 4.1-3. The Lii observations were made at 9.00a.m. and 3.00p.m. during the period 1957 to 1986. Most frequently winds are from the west and with the next most common direction being the H east. A rainfall intensity diagram for Hillgrove is presented in Figure 4.1-4. This I diagram shows the probabilities of certain rainfall intensities occurring for various durations of time and at various average recurrence intervals. H 1 4.1.2 TOPOGRAPHY

The existing mine is located on the south-western slopes of Happy Valley, south of I Rockvale (see Fig 3-1). Surface contours of the site and its vicinity are shown on Fig 3-8. The two catchments which include the site drop from around 1120 A.S.L. at the top I of the surrounding ridges to approx. 1010-1020 m on Valley Creek. The site itself drops from ilOOm to around 1030m. I I I 32. I 4.1.3 SOILS I An initial soil survey was carried out in 1986 (Lewis Environmental Consultants, 1986). In addition, WLPU Consultants conducted a soil geotechnical survey of the I tailings storage area as part of the previous investigations for preparation of the previous EIS (Martin, 1988). This survey involved excavation and logging of 12 test pits I and collection of samples for subsequent testing. The soils on the site are derived from granite. On the ridges and steeper slopes the I soil prof ile generally consists of a greyish brown sandy loam A horizon grading to a yellow-brown sand and light yellow sand. The B horizon is a yellow clayey sand with some gravel. The A horizon ranges up to 150mm in depth and the B horizon extends from I 500 to 1,500mm depth. The soil profile overlies weathered granite.These soils are classified as Siliceous Sands (Great Soil Group) and Northcote Uc 1.42. I A composite sample of the A horizon from the siliceous sands was collected during the initial soil survey for chemical and physical analyses.The results of the analyses I were given in Appendices I and II of Martin (1988), respectively. The particle size analysis confirms the sandy nature of the top soil with 74% of the soil in the fine and P coarse sand fraction. The chemical analysis shows that the soil is strongly acidic and is deficient in a number of elements for satisfactory pasture growth. The soil is particularly deficient in nitrogen, potassium, sulphur, calcium, magnesium, copper, zinc, I boron and molybdenum. However, the levels of phosphorus in the soil are adequate for pasture growth. E In the drainage line, on lower slopes and in depressions of the site catena clay deposits and clay soils have developed. Soils in the drainage line near the north-west I boundary of ML 755 were classified as Yellow Earths and Gn2.21 (Lewis Environmental Consultants, 1986). These soils have a clay loam to medium clay B horizon under a I lighter textured A horizon. These soils are slightly acid with a pH of 6. On the lower slopes and in depressions, deposits of medium clay (more than 40% clay) with medium plasticity were identified during the geotechnical investigations. I These deposits had restricted drainage and were found to have a low permeability. I I I I I

33. I 4.1.4 EXISTING LAND USE, TENURE & ZONING

I Land-use in the area is a mixture of extensive sheep grazing for wool and rural residential. Like the site all land adjoining is zoned rural 1A. The site would be I purchased by Mt. Gipps Limited subject to development consent and the present owner would have an option to re-purchase the property back once mining operations have I been completed. Rural residential uses generally follow the southern side of Kelly's Road and also occur on the western side of Rockvale Road. The land on the site has been I degraded by past activities including mining and grazing and the entire area is characterised by erosion gullies and trees affected by die-back.

I 4.1.5 HYDROLOGY AND WATER QUALITY

I The mine site is located within the catchment of Happy Valley Creek, a small intermittent stream with a catchment area of 495 ha. The mine lies within I subcatchments of Happy Valley Creek, occupying less than 2% of the total catchment area. The site is drained by an ephemeral stream which runs northeast into Happy Valley I Creek approximately half a kilometre above its junction with the Wollomombi River. The Wollomombi River is a permanent watercourse. Surface water sampling of the streams in the vicinity of the mine was carried out I in December 1985 by the N.S.W. Department of Mineral Resources. The aim of the sampling programme was to gather baseline date prior to the construction of the mine, I so that monitoring of the effects of the operations at the site on surface water quality could be carried out. Both water flowing into and from the lease area was being I monitored. Samples were analysed for a selection of heavy metals present in the ore as well as for major cations and anions, and other general parameters. The results are I presented in Appendix IV of Martin (1988). The seven surface water quality monitoring locations are shown on Figure 4.2. A summary of the results is presented in Table 4.1-1. Stream sediment samples were also taken and analysed for heavy metals.The results I were presented in Appendix IV of Martin (1988). The data indicate that water quality in the mainstreams in the area is good. The I waters are generally of neutral to slightly alkaline pH and moderately low salinity, with around half of the total dissolved solids being bicarbonate ion; the remainder is I contributed by the major cations and anions. Waters have a moderate buffering capacity. The heavy metal levels I I I I 34. I are generally low, apart from one moderate arsenic value and moderate iron levels throughout. The latter are of natural origin. I Water quality in the ephemeral stream is of poor quality, being acid, saline and having high levels of heavy metals, particularly arsenic, copper, lead, zinc, iron and U manganese. Contamination is due to pumping of water from the mine shafts as well as to seepage from the existing waste and ore stockpiles. The volume of water involved is I small and the available data show no apparent effect on water quality in Happy Valley Creek.

TABLE 4.1-1 1 WATER QUALITY SUMMARY VICINITY OF COMET MINE

_Parameter Above mine Below mine Rivers Mine Water I in ephemeral in ephemeral in 1985 stream stream Vicinity

General Parameters I pH 6.80 2.75 7.7-8.6 2.65 EC 213 1980 98-354 1898 • Acidity - 350 - 310 Alkalinity 14 nil 60-136 nil I Ca 5.2 120 12-24 94 Mg 6.0 49 8.5-18 39 Na 28 36 8.8-28 32 I K 1.5 4.0 1.25-1.65 3.7 SO4 35 750 15-80 700 Cl 34 19 5-15 19 I HCO3 16 - 74-166 - Metals I (Unfiltered) Fe 1.85 40 0.90-2.10 150 Mn 0.02 5.3 0.02-0.22 3.94 I Cu 0.01 2.05 0.01-0.05 1.45 Zn 0.01 0.80 0.01-0.01 0.70 Pb 0.005 0.175 0.0005-0.005 0.365 Cd 0.002 0.008 0.002 0.008 I As 0.010 0.065 0.005-0.125 0.475 Hg 0.05 0.05 0.05 0.05

I Notes: General parameters and metals in mg/I; EC in ms/cm; mercury in ug/l; acidity and alkalinity in mg/I CaCO3. I Source: NSW Dept Mineral Resources I I I 35. 4.1.6 AIR QUALITY I The only atmospheric emission of any potential significance from the project will be particulate matter. No monitoring data are available, but given the local land use it H is likely that existing dust deposition rates are in the vicinity of 1gm 2 month, which I is appropriate for land in a clean rural environment. 4.1.7 NOISE SURVEY AND EXISTING BACKGROUND NOISE LEVELS I Conduct of the Noise Survey I The potential for a noise to be annoying depends not only on the absolute loudness of the noise but also on the background noise level that exist at the time the noise I occurs. To determine existing background levels a 24-hour noise survey was conducted for the previous E.I.S. (Martin 1988) at selected noise sensitive sites close to the I proposed mine. The instrumentation and procedures used in the survey were in accordance with I the requirements of the State Pollution Control Commission. Broadly the survey was conducted as follows. A Bruel and Kjaer (Type 2203) sound level meter, connected to a I Bruel and Kjaer (Type 4426) statistical analyzer was used to measure LA1, LA10, LAW, Ltj, LA99 and LAeq noise levels over 20-minute intervals. (Note: the LAN level is the level exceeded for N percent of the monitoring period). The microphone connected I to the sound level meter was covered with a wind-shield for each measurement and the instrument was held at approximately 1.5 m above the ground using a tripod. I Measurements were made at the times shown in Table 4.1-2. These times were selected to provide representative data for the early (pre-dawn) morning, the middle morning, I the afternoon and the late evening (post-sunset) periods. Calibration checks were made at the beginning and end of each measurement session using a Bruel and Kjaer (Type I 4230) sound level calibrator. Meteorological observations of wind speed and direction (estimates), humidity (determined from measurements of wet and dry bulb temperature) and atmospheric I pressure (from an aneroid barometer) were made at the beginning of each 20-minute I monitoring period. These observations are also summarized in Table 4.1-2. I I I ------TABLE 4.1-2 MEASUREMENTS OF BACKGROUND NOISE - FOR COMET NINE AREA

SITE DATE START WIND WIND CLOUD TEMP- REIA PRESSURE 1A99 LA90 LA50 LAiD LA! LA eq PRINCIPAL TINE SPEED DIRECT- COVER RATURE lIVE (mb) dB(A) dB(A) dB(A) dB(A) dB(A) dB(A) NOISE SOURCES (ms') ION (eighths) (°C) HUMIDITY (see footnotes) (%) ------1 24-May-88 7.35 pm 1-2 WSW 5 8.0 75 892 28.0 28.3 29.3 33.5 42.3 34.6 WT,F,D,j,HJ 2 24-May-88 8.05 pm 2-3 SW 2 7.4 80 892 30.0 31.3 34.5 42.3 50.3 45.9 WT,F,8,C1 3 24-May-88 8.34 pm 1-3 WSW 1 6.0 79 889 33.3 34.3 36.3 39.8 44.8 39.1 WT,F.I,HJ2 4 24-May-88 9.07 pm 1-3 NW 5 8.0 69 903 36.3 37.0 38.0 39.8 58.3 54.3 RW,D,00,S,G 5 24-May-88 9.40 pm 0-2 NW 8 8.5 64 898 26.5 27.3 28.8 31.0 40.3 42.8 I,WT 6 24-May-88 10.10 pm 0-2 NW 7 8.9 58 898 27.5 28.0 30.0 40.8 45.8 36.2 WT,GE,DD

1 24-May-88 2.50 am 0-3 S 8 7.1 80 892 29.5 30.3 32.8 37.0 44.5 34.9 I,WT,DF 2 25-May-88 3.17 am 2-4 S 8 7.5 74 890 32.5 34.5 38.3 43.8 47.0 40.0 WI 3 25-May-88 3.46 am 3-5 S 8 8.0 75 888 31.5 32.8 34.8 38.3 42.8 36.0 WT,c 4 25-May-88 4.20 am 4 S 8 8.4 76 902 28.3 29.5 31.3 36.3 42.3 34.3 W.Co S 25-May-88 4.53 am 2-3 S 8 8.5 82 898 27.0 28.3 32.8 39.0 42.8 35.2 WI C 6 25-May-88 5.27 am 4 S 7 8.5 79 899 29.8 32.8 40.0 46.5 49.3 43.0 WI

1 25-May-88 8.33 am 0-4 W 7 8.0 87 894 35.5 37.8 42.5 46.5 52.3 43.9 WT,DD,C3DAC 2 25-May-88 9.03 am 4 WSW 5 9.0 85 892 43.5 46.0 49.5 53.0 56.3 50.2 WT,B,C1 3 25-May-88 9.33 am 0-3 Var.. 7 9.0 82 889 39.3 40.3 42.3 46.8 58.8 46.7 WT,B,D0,HM 4 25-May-88 10.05 am 4 S 7 10.0 77 904 29.8 30.8 35.5 44.5 50.3 40.2 WT,RW,B,C0,00 5 25-May-88 10.34 am 3 S 7 10.5 83 900 31.3 33.3 37.8 44.5 52.8 42.9 B,HJ,00 6 25-May-88 11.08 am 2-4 N 7 11.5 83 901 33.0 35.0 37.5 41.0 45.8 39.9 B,WT,OT

1 25-May-88 2.55 pm 0-1 S 8 10.0 88 894 28.8 29.8 33.5 46.8 61.3 47.6 B,WT,DAC,C3,11 2 25-May-88 3.23 pm 0-1 SW 8 9.5 94 892 29.0 31.0 33.8 42.3 58.3 46.0 T3,C3,B 3 25-May-88 3.50 pm Calm 8 9.5 94 890 26.3 27.0 34.8 44.5 49.8 42.1 HJ,00,B,13,CA 4 25-May-88 4.25 pm 2-3 -SW 8 10.5 88 905 29.3 30.5 33.5 39.8 48.3 40.4 B,CO 3 DT 5 25-May-88 4.53 pm Calm 8 10.6 94 901 26.8 28.0 31.3 41.8 51.8 41.8 B,DT,F,I,D 6 25-May-88 5.22 pm Calm - 8 10.2 82 901 28.5 29.5 31.0 37.3 48.8 37.9 T,DCFI ------WI is wind in trees F is frogs CM is N car(s) S is sheep grazing D is ducks I is insects RW is running water from river C is goats grazing Hi is high jet aircraft B is birds DO is dog(s) barking DAC is distant prop. aircraft D00 is distant dog(s) HM is heavy machinery on road CO is chooks GE is geese DI is distant traffic TN is N truck(s) CA is cattle OF is distant frogs I 37. Results of Noise Survey I The results of the noise survey are summarized in Table 4.1-2. The measured LAJ levels may be considered, in accordance with the SPCC assessment procedures, to be the background noise levels. I The area may be considered as an extremely quiet rural area, remote from any industrial noise sources. The noise survey revealed similar acoustical environments for fl all sites, with the principal noise sources being the wind in the trees, frogs, insects and noises from domestic and farm animals. Occasional high-flying jet aircraft and very I light traffic made some contribution to noise levels, although these, as with the natural sounds, were at very low levels. Site 4 experienced some minor elevation in noise level I due to the sound of running water in the nearby river. The LA90 background levels ranged from 28 to 35 dB(A) at nighttime (10 pm to 7 am). The data indicate that background levels will be below 30 dB(A) on many occasions at night. I Daytime noise levels were in the range 27 to 46 dB(A). These background levels can be considered to be low, but not unexpectedly so, I given that the area is an isolated rural environment, remote from busy roads or I intensive rural industries.

4.1.8 FLORA & FAUNA

The existing mining area and its vicinity has been cleared in the past for grazing I and has limited natural vegetation. Existing stands of native vegetation have suffered extensive damage from dieback disease. All of the grazing land is of poorer quality and I there are some introduced weed species present. There are no unusual vegetation types or plant communites, no rare and endangered plant or fauna species. I For two previous proposals involving on-site processing of gold ore reference was made to the study of aquatic fauna in the Wollomombi River carried out by R.W. Pidgeon I (see Appendix V, Martin 1988). This study describes the downstream environment of the Wollomombi River in the site vicinity. I I I I I

I 4.2 TRANSPORT COMPONENT

4.2.1 TOPOGRAPHY & DRAINAGE

I The proposed transport route is predominantly crossing higher plateau country rather than following the floodplains of the major drainage systems. Elevations of the I high plateau averages around 1200m with the floodplain of the Wollomombi River at approximately bOOm. Cross sections of the preferred route and alternatives are I presented in Appendix 1. Two crossings of the Wollomombi River are required, one at Upper Rockvale which has an existing timber bridge and the other on the Chandler Road I in the vicinity of Conningdale which has a low level causeway. The steepest section of the entire route occurs on the Thorpleigh Road section where grades on its northern part were calculated to be 3.7% and to the south of Achill West 4.8%. Grades in proximity to I residences along the route are generally flat (less than 1 %).

4.2.2 LAND-USE

I Land-use in the areas traversed by the proposed transport route is mainly based on extensive grazing of cattle and sheep. In the immediate vicinity of the Comet Mine along I Kelly's Road there is more intensive rural residential use with four residences within 50 metres of the road, one of which is approximately 20 metres from the road. There is another at approximately 200 metres. This section was common to all transport routes, I except Option 4. (See Appendix 1) On the section of the route on the Rockvale Road there are three residences all of I which are associated with agricultural or grazing landuse. Along Lyndhurst Road there are two residences near Rockvale and two associated with the 'Girrakool' property I involved in grazing activities. On Tulloch Road, there is one residence within 50 metres of the road and a large piggery approximately 150 metres from the road. On the Chandler I Road section of the route there are no residences or associated buildings in close proximity to the road and land use is associated with grazing activities. Along Thorpleigh Road there are four grazing properties with residences (one of I which is not permanently occupied). Only three of these residences and associated buildings are in proximity to the road. All of these properties are used for grazing I activities. Approximately 1km south of the I I I I 39. intersection of Chandler and Thorpleigh Roads is an existing borrow area which is I privately owned and used by Council for road making activities. The Graf ton Road section is also used for extensive grazing as is the majority of the area on either side of the Hillgrove Road. Land-use changes to predominantly I residential and rural residential in the vicinity of Hillgrove township. There are numerous residences adjoining Hillgrove Road in the town area. This section was common to all I transport routes.

4.2.3 EXISTING ROAD NETWORK

I The existing road network connecting the Rockvale and Hillgrove areas is generally made up of local access roads to service grazing properties. As shown in Figure 3-6, the two most important roads in the study area are the Rockvale and Graf ton Roads. These roads are connected by a series of local public roads known as Chandler, Thorpleigh, Tulloch and Lyndhurst Roads. I The only classified road (i.e. main road) in the network affected by the proposal is the Graf ton Road which is listed as Main Road 74. All other roads including the Rockvale I Road are maintained by the Shire of Dumaresq. Trends in traffic growth for MR74 during the period 1966-1984 are shown in Table 4.2-1. This data indicates an annual average

I growth in inter-regional traffic of 6% per year. This road functions as an inter-regional route connecting the New England to the Upper North Coast region. The Rockvale Road and other affected roads primarily serve as local access roads I for trips into and from Armidale.

4.2.4 ROAD INVENTORY

I 3.4.1 Rockvale Road Rockvale Road is fully funded and maintained by Council and is sealed as far as

I the low-level bridge at Outer Rockvale. It performs the major feeder role to the Rockvale area. The pavement varies in condition as does the alignment and standard of construction. On the intervening ridges between the rivers and major creeks, there are I steep sections (up to 7%) with narrow pavement width and poor horizontal and vertical siting distances. Speed signs in these sections recommend between 50-70 kph. I On the flat sections alignment and pavement are generally in better condition with the section crossing the Gara River having the highest design

I I I 40. standard on the road, except for several shorter sections approaching Armidale. I Existing structures on the Rockvale Road are also highly variable in condition. There are at least three single lane timber bridges across major creeks which require I low approach speeds. Given the declining traffic volumes on this road, there are no current plans for upgrading of any of these bridges. The two steepest sections on the Rockvale Road occur immediately adjacent to I the proposed mining area (6.9%) and immediately south-west of Burying Ground Creek (6.9%). On both of these hills there are smaller rural residential allotments which are I located in close proximity to the road corridor and have potential noise and road safety problems. LI I This road provides an east-west connection from the Rockvale Road to the Tulloch and Kilcoy Roads which run north-south between outer Rockvale and Wollomombi. The first seven kilometres is sealed from the Rockvale end but the pavement condition of I the last three is very poor and requires maintenance and patching. The remainder of the road is unsealed but adequate for servicing the surrounding land-use. There are I numerous grids and some causeways. There is a low level crossing of the Wollomombi river approximately one kilometre east of the Thorpleigh Road intersection. I Grades are slight to moderate and are generally lower than those encountered on the Rockvale Road. I

Tulloch Road is in similar condition to the unsealed sections of Chandler Road. As I the country is more undulating, grades are lower than for Chandler or Rockvale Road. There are numerous grids and causeways. This road connects Chandler Road to I Lyndhurst Road to the north. Sighting distances are fair to excellent with only two crests where it is restricted. Only one property homestead is located close to the road I corridor along its entire length..

I This road connects Chandler Road to the Graf ton Road (MR74) and is generally steeper than both Tulloch and Chandler Roads. It is sealed for approximately 1.5 kms at I its southern end. The steepest section runs from I I I I 41. the intersection with Chandler Road for approximately 2 kms to the top of the crest in I close proximity to the 'Achill West' and 'Thorpleigh' properties which are the only homesteads in close proximity to the road. This section contains a series of curves I (grades 3.2%) with poor alignment, poor drainage and low sighting distances. Overall grades are lower than on the Rockvale Road, but steeper than Chandler and Tulloch Roads. I This section requires upgrading in width, alignment and drainage in order to satisfy I operational and safety requirements.

I This road connects Rockvale Road to Tulloch Road immediately to the north of the Wollomombi River at Outer Rockvale. It is unsealed and contains two timber bridges I in the vicinity of the 'Girrakool' property homestead. One of these bridges would require replacement with a short steel frame span and the other may require strengthening. Maximum grades on this road are 4-5%. There were short sections of this road which I required grading, resurfacing and repairs to drainage. I Graf ton Road (MR 74) is the main interregional route between Armidale and the I North Coast region. All new construction has been built at current RATA standards for 100 kph carriageways. In the older sections there are lower standard alignments and reduced advisory speeds. The bridge and approaches to Burying Ground Creek require I upgrading with poor sighting distances and only one lane across the bridge.

I 4.2.5 TRAFFIC VOLUMES

I A comprehensive origin destination survey has been conducted by the NSW Roads and Traffic Authority as part of a larger study to consider possible by-pass routes of the I City of Armidale. This survey was conducted in March 1986 and measured a 20% sample of all traffic classified by light vehicles and heavy vehicles. The results of the study adjusted for 100% of traffic are reported in Table 4.2-1. I Existing daily heavy vehicle movements on the Rockvale Road were 40 heavy vehicles which represented approximately 6% of the total movement of 705 vehicles. On the H Graf ton Road, the heavy vehicle movements were measured at 160 vehicles or 12.6% of H the total movements of 1,265 vehicles. I I 42.

TABLE 4.2-1

STUDY AREA TRAFFIC VOLUMES

Origin/Destination Survey, May, 1986

Armi dale

Heavy Vehicles Light Vehicles Total

Rockvale Road near Shire Boundary 40 665 705

Grafton Road near Shire Boundary 160 1,105 1,265

TRAFFIC COUNTS (AADT) ON MR74 (14.9 km West of Wollomombi P.O.) 1 Year Station No. 92394 AADT 1966 350 1969 410 I 1972 560 1976 510 1 1980 810 1984 930

Source: RATA I AADT - Annual Average Daily Traffic I (Axle Count only) Trends in traffic growth are shown for the Graf ton Road during the period 1966-1984 and demonstrate an annual average growth rate of 6% per year. As discussed in previous studies (Douglas Martin & Associates, August, 1988), traffic volumes on the Rockvale Road just south of the intersection with Kelly's Road (i.e. the Comet Mine Access Road) were measured by the Council at 130 vehicles/day in May 1988 and 24 vehicles/day along Kelly's Road. Traffic volumes I on Rockvale Road have been decreasing over the past ten years. All other roads in the network have traffic volumes of less than 100 vehicles/day. Lyndhurst, Tulloch and I Thorpleigh Roads have a very low number of traffic generators with Tulloch Road having only one property homestead along its entire length. Thorpleigh Road has only I three in close proximity to the road. Actual traffic volumes on the Shire Roads are reported in Table 4.2-2. I I I 43. I TABLE 4.2-2 TRAFFIC VOLUMES U ROADS MAINTAINED BY DUMARESQ SHIRE I Rockvale at Kelly's Road 130 I Lyndhurst 40 Tullock at Lyndhurst Road 12 at Chandler 17 I Chandler at Rockvale Road 62 at end bitumen 40 I past Tulloch Road 23 Thorpleigh at Chandler Road 12 I at Graf ton Road 24 Stockton Rd (Hillgrove Rd) I at Graf ton Road 161 Kelly's Road 24 Brookside 19 I Argyle Mining Vale 39 I Source: Dumaresq Shire Council I I I I I I I I I I I 44.

I 4.2.6 NOISE

The acoustic environment along the transport route is similar to that measured in I the six monitoring locations around the Rockvale mine and reported in section 4.1.7. Background noise levels (1-90) during the day vary between 29.5 - 46 dB(A) and during I the evening from 28.0 - 34.5 dB(A) which is typical of a rural environment remote from I major noise sources such as railways and major roads. I I I I I I I I I I I I I I I 1 45. 4.3 PROCESSING COMPONENT

4.3.1 TOPOGRAPHY & DRAINAGE

I The existing mine and processing facilities at Hiligrove are located on a southern extension of the New England plateau which overlooks steep gorge country drained by I two major creek systems. Four Mile Creek is located to the east and Bakers Creek is located to the west. Land in the mine vicinity drains to the latter system. Elevation at I the edge of the Bakers Creek gorge is approximately 970m and immediately below to the west approx. 0.5km, the Bakers Creek channel is at approximately 500m. Bakers I Creek flows south to the Macleay River approximately 30km downstream of its confluence with Four Mile Creek.

I 4.3.2 WATER MANAGEMENT

The existing water management system consists of a number of water storage and transfer facilities which are operated to maintain a maximum supply of process water I and dispose of surplus rainfall runoff from uncontaminated catchments above and within the lease area. The elements of the surface water management system are shown on I Figure 4-3. The total catchment area contributing to the water management plan is 66 ha and is sub-divided into a number of smaller catchments according to the destination of rainf all runoff. A number of catch drains are employed to divert uncontaminated runoff away from process water containing storages. Major elements of the water management I system include:

Tailings Dam . Seepage Dam I Return Water Dam Eleanora Dam (Process Water Dam) . Fresh Water Dam I By-pass channel . Overflow Dams 1 & 2 I

The catchment area and location and distribution of sub-catchments are shown on I Figure 4-4. Li I I 4.3.3 LAND-USE & ZONING

Land-use in the vicinity of the existing Hillgrove mine and processing facilities is I made up of residential and rural residential uses in Hillgrove township and extensive grazing in other areas. Land in the Bakers Creek Gorge is very steep and is virtually inaccessible. It now supports a secondary growth eucalyptus woodland which has regrown I since a previous period of intensive mining activity between 1890 and 1930 when local timber was required for steam power generation. The area to be used for the processing I plant is zoned Rural 1A.

1 4.3.4 NOISE I For the purposes of a previous E.I.S. (Martin, 1988) noise measurements were taken of each of the components of the existing Hillgrove mine and processing plant which have been operating since 1969. The results of these measurements reported high I background noise levels due to the operation of the ball mill and crusher (i.e. up to 96dB(A) at 7.5 metres. I These results may be considered as the background noise levels operating during the daytime. There is no record of complaints about noise from residents of Hillgrove I township which is located approximately 250 metres north of the processing plant. 1 4.3.5 AIR QUALITY

Air auality in the vicinity of the existing facilities is typical of a clean rural I environment. Within the processing area itself there are some existing sources of particulate emissions which increase to higher concentrations during dry periods. These I sources include the ore stockpile and crushing facilities and the unsealed area in proximity to the processing plant and offices. There is no record of complaint from I Hillgrove residents about dust generated by the processing facilities. N.E.A.M. currently has a pollution control licence issued under the Clean Air Act, 1961. I Li] I I I I 47. I 4.3.6 SOCIO-ECONOMICS The existing New England Antimony Mine presently employs 93 local people who I live in a number of different locations. The geographic distribution of the workforce is shown in Table 4.3-1. Direct annual wages and salaries which flow into the local I economy during the financial year 1988-89 were $2.9m. TABLE 4.3-1 I GEOGRAPHIC DISTRIBUTION I OF HILLGROVE WORKFORCE 1989 No. % I Uralla 6 6.5 Armidale 59 63.4 I Hillgrove 22 23.7 Wollomombi 1 1.1 I Guyra 3 3.1 Ebor 1 1.1 1 Argyle 1 1.1 93 100.0

I Source: N.E.A.M. I June, 1989 Multiplier employment generated in the region by the mine was estimated at up to I 127 jobs using a total employment multiplier of 2.37 (Martin, 1988). Total regional income generated by the project was estimated at between $M3.5-4.2. I I I I I I I

I 48. 5.0 ENVIRONMENTAL IMPACTS

5.1 MINING COMPONENT 1 5.1.1 SOILS

The impact of the proposal will not be significant as the only earthworks requiring soil for the proposal is the construction of a small water treatment dam for minewater I storage and as road base for the access road. Volumes required for the dam have been estimated at less than 500m3 and would be obtained from clay areas on the eastern side I of the proposed access road. This dam will be similar in size to a typical farm dam for stock watering purposes. I 5.1.2 HYDROLOGY & DRAINAGE

Changes to the existing drainage of surface water will be minimal. Both of the existing drainage lines will be protected by rubble drains and culverts at crossings of the I access road. Stockpile areas will be bunded and drain to the water treatment dam. Groundwater pumped from the mine will be directed to the water treatment dam and will eliminate an existing source of pollution. The proposed water treatment system is discussed in section 6.1. I 5.1.3 LAND USE

The project will lead to the purchase of 47 hectares of land which has been used for extensive grazing and some intermittent use by small mining companies and the I Shire Council for quarrying purposes. As the majority of this land will not be required for mining purposes it will be available for lease for grazing purposes. There will be no I effect on the agricultural viability of the area. 1 5.1.4 TRAFFIC GENERATION

The project will lead to a significant increase in truck traffic during daylight hours I on the preferred transport route. This issue is addressed in detail in Section 5.2 and Appendix 1. Employee traffic resulting from the mining I proposal will generate 32 trips/day from 7a.m. to 11p.m. during weekdays. I I 49.

5.1.5 NOISE

Noise generated by the mining activities will include:

- head frame warning bells - ventilation fans for underground workings - loading of ore into haul trucks - truck noise.

Transport noise will occur only during daylight hours. Head frame bells and ventilation fans which will continue during evening shift. Noise levels from all point sources have been measured using actual sources at the Hiligrove Mine and are presented in Table 5.1-1. Noise levels from truck traffic generated by the proposal are presented in Section 5.2.4.

TABLE 5.1-1

INVENTORY OF PROPOSED NOISE EMISSION SOURCES AT COMET MINE (NO NOISE CONTROLS MEASURES IN PLACE)

Source 1 Reference Sound Level (L10) Distance (m) Frequency 63 125 250 500 1k 2k 4k 8k dB(A) Continuous Sources Fans 10. 67 68 75 80 79 69 62 55 82

Occasional Sources Ore dumping 60. 62-80 Winch house 50. 58 58 56 57 57 47 39 31 60 lid frame bells 50. 63 lid frame horn 50. 64 (1) The spectra of short-term intermittent noise such as from ore dumping, bells and horn were not measured.

Source: Martin, 1988. P.71 [1 The impact of noise from mining and gold-ore processing at the Comet Mine was I discussed in the E.I.S. (Martin, 1988). The present proposal differs from that assessed in the the previous proposal in that ore will be transported directly from the Comet Mine site 17 to the processing area at Hillgrove. There will be no on-site crushing, milling or leaching. The only on-site noise emissions of any significance will be from the winch motors, the head frame warning bell/horn, and the loading of ore into trucks for transport to Hiligrove. I The noise from trucks and the loading of trucks would be confined to the hours 7 a.m. to 5 p.m. However, underground mining will continue through to 10 p.m. and the noise from the I ventilation fans, winch and bells/horns would continue through to 11 p.m. There will be no on-site generation of electricity. Noise and vibration from underground operations will not I be detectable at the surface. Appropriate noise criteria for the area were established on the basis the noise survey 1 discussed in Section 4.1.7. It was considered that in view of the low background levels that applied in the area the appropriate criterion for broad band noise emissions would be 35 dB(A) and the appropriate criterion for tonal or intermittent noise would be 30 dB(A). I The impact of noise from the warning bell/horn and winch motors was assessed in the previous proposal by using measurements of the noise emission for these sources from the I Hillgrove mine. The closest residence to these sources is the Potter residence which lies approximately 900m from the head frame. Under neutral or unstable atmospheric I conditions as would apply during the day, it was estimated that the head frame warning bell/horn would give rise to noise levels (LAmax) of 39 dB(A) at the Potter residence if the same system as is used at Hillgrove was to be used at the Comet mine. However, by using [I directional warning devices and siting these behind an acoustic shield off-site noise levels will be reduced to less than 30 dB(A) at the Potter residence. I Based on measurements made at the Hillgrove mine, the noise from ventilation shaft fans (82 dB(A) at lOm (see Table 5.5-1)) has the potential to cause adverse impacts. As I recommended it will be necessary to enclose the fans in a depression, or alternatively surround the shafts by a bund, with sides approximately four metres high and with width of I the order eight metres. Noise levels from the fans will be imperceptible at the closest residence, which will be approximately 900m away. I I I I P I 51. Surface-based inversions will generally have begun to be dissipated by 7 a.m. and I will not have reformed before 5 p.m. Since the hours of truck loading operations will be confined to between 7 a.m. and 5 p.m. inversions should not prove to be a significant I factor affecting noise propagation for the activities. Noise from the winch motors is estimated to be 35 dB(A) at the Potter residence. Intermittent noise from loading a maximum of 12 trucks per day using a front-end LJ loader is estimated to reach peak levels of between 38 and 56 dB(A) at the Potter residence (900m away). The noise level reached will depend on whether the truck is empty I or whether the dumped ore is falling onto ore already in the truck, in which case noise emission will be less than when the truck is empty. I The level of off-site noise from the dumping operation could be significantly reduced by ensuring that the dumping takes place behind the ore stockpile. A stockpile maintained to a height of five metres with the dumping operation taking place within ten metres of I the centre of the stockpile would reduce noise levels at the Potter residence by 8 dB(A) to between 30 and 48 dB(A). Thus the initial part of the loading operation, when the ore is I falling onto the empty truck, would be intrusive under some conditions of background noise. However, LA10,20 minutes would be well below the 35 dB(A) objective and noise I levels should not cause an adverse impact. Noise associated with construction activity will be restricted to the hours of 7.30 I a.m. to 4 p.m. As the period of surface construction will last approximately 8 weeks and all soil material is available on site no significant noise impacts are anticipated.

I I I I I I I I 1 52. 5.2 TRANSPORT COMPONENT

I 5.2.1 EVALUATION OF ALTERNATIVES

I Evaluation of the various transport options was carried out in detail as part of the overall study program. The transport study is included in Appendix 1. This study I considered each of the routes using engineering/design, environmental and financial criteria. As discussed in section 3.2 the preferred route follows Rockvale, Lyndhurst, I Tulloch, Chandler and Thorpleigh roads involving a total haul distance of 42 kms and travelling time of 1 hr and 20 minutes. It was considered that the environmental I benefits of the preferred route clearly outweighed the increase in initial capital costs. 1 5.2.2 TRAFFIC GENERATION

The proposal has a projected life of four years and the required tonnages for each I year are as shown in Table 3.2-1. As can be seen in the table, the maximum movement is required in Year 2 of the I operation when the annual tonnage reaches 55,000 tonnes. Assuming a 236 day/year, the maximum number of daily trips was calculated at 24. Operations would be carried out for five days a week from 7a.m. to 5p.m. using trucks of 20-22 tonne capacity. The numbers of days worked per year is a conservative figure based on Hunter Valley coal operations. I There is adequate storage area adjacent to the Hillgrove processing plant for stockpiles of up to 21 days of material. I

5.2.3 TRAFFIC SAFETY

An analysis of traffic accident data over the past five years prepared by Arm idale Li Police showed options 2, 3 and 4 to be the safer routes. The preferred route was considered to be the safest route as it minimises

I - conflict with existing traffic - road sections with steep grades I - the use of designated school bus routes.

I E I 53. I 5.2.4 NOISE The maximum number of truck trips per day will occur in Year 2 when I approximately 12 round trips will be required per day, that is each section of the route will experience 24 truck passes per working day during the hours of 7.00a.m. and 5.00p.m. These truck movements would be added to vehicle movements already taking I place along the route. Traffic flows on the roads which make up the preferred route are too low to allow noise impacts to be assessed using standard assessment techniques as I adopted by the Department of Main Roads (DMR) now RATA and the environmental noise quality objectives normally used by the RATA are not appropriate in these I circumstances, where traffic flow is so low. For this reason each affected residence was assessed on an individual basis and adopted the SPCC criterion that the LAeq over the 1 period of maximum traffic flow should be less than 55 dB(A). The preferred route will take the trucks past sixteen residences within reasonable proximity of the road. These residences are marked as 1 to 16 on Figure 5-1. Residences I more distant than 250 metres from the road were considered to be too far away to be affected by truck noise. Due to the existing traffic flows and the nature of the existing I land use in Hillgrove the impact of noise from the addition of 24 truck trips was not considered to be significant. Residences 1 to 5 are in the vicinity of the Comet Mine. I There are three residences adjacent to the Rockvale Road, four on Lyndhurst Road, one on the Tulloch Road, and three on the Thorpleigh Road (Residences 12 to 15). Table 5.2-1 lists the approximate distances that the residences are from the road and the estimated maximum noise level that would be experienced outside the residence as trucks pass by. In estimating the LAeq 1 hour noise levels it is assumed that the trucks I are emitting at the maximum permitted level for a drive-by test of 89 dB(A) at 7.5m 1 and that they are travelling at 50 km.h 1 and that the background level is 30 dB(A). I I I I I I I I 54. TABLE 5.2-1 I ESTIMATED NOISE LEVELS AT RESIDENTIAL SITES ON THE PREFERRED ROUTE Residence Approximate *Estimated Worst Case I Distance from road (m) LAeq 1 hour 1 30 54 2 50 52 3 250 44 I 4 50 52 5 22 55 6 100 49 I 7 25 55 8 200 46 9 85 49 10 85 49 1 11 75 50 12 200 46 13 30 54 I 14 75 50 15 50 52 I 16 150 47 *Worst Case = 6 passes/hr 1 5.2.5 DUST GENERATION I In this section there are four properties and one farm building which may be I affected by dust generated on Kelly's Road by truck movements. I I As this section of the route is sealed no effects are anticipated. I Residences and work areas on the 'Girrakool' property may be affected by dust I from the movement of trucks especially adjacent to the drier and better drained sections of the road. In order to reduce this problem it is proposed to seal the road on I the hill to the west of the farm access road to the timber bridge across Boundary Creek. I I I 1 1 55. 1 One residence on Tulloch Road may be affected by dust. Sealing of the road in the r~ vicinity of the house will mitigate this problem. [7] Two residences and associated work buildings are located in close proximity to the fl western side of the road. As portion of this road is already sealed adjacent to the 'Achill West' property, this section will be patched and another section adjacent to 'Thorpleigh' I would be sealed. All other sections of the route in proximity to residences and work areas are fully I sealed. I 5.2.6 SOCIO-ECONOMICS The proposal will lead to up to 5 direct jobs for trucking contractors as well as the I capital road works and maintenance which would be carried out by Dumaresq Shire Council. I The proposal will also lead to a general increase in the present standard of the existing roads. As the road will be maintained to a higher standard there will be a direct benefit to landholders who presently use the existing network. Re-alignment of the I Thorpleigh Road will provide better north-south access from Chandler Road to the I Graf ton Road. I 5.3 PROCESSING COMPONENT 5.3.1 NOISE

i As the proposed plant will be built adjacent to a considerably older and noisier I plant there will be no significantincrease in the noise level as a result of the proposal.

5.3.2 AIR QUALITY

In absolute terms, the level of dust generation in the vicinity of the existing I crusher will increase as a result of the proposal. This effect will be mainly due to the increased traffic generated into the site and also the I I increased area required for stockpiling of ore. Management procedures to control excessive dust generation are described in Section 6.3.1.

5.3.3 WATER QUALITY

As the existing tailings facility has adequate capacity to accept ore for the life of the project no effects on downstream water quality are anticipated as a result of the proposal. An extensive surface water monitoring system has been developed and is described in Section 6.3.4. 57. [1 1 6.0 ENVIRONMENTAL MANAGEMENT PROGRAMS 6.1 MINING COMPONENT I 6.1.1 WATER TREATMENT DAM ~7 The water treatment dam will have an approximate capacity of 0.4 Ml in order to deal with the estimated daily flow of 20,000 I. The water would be treated with lime in I order to adjust the Ph and aerated using an aeration tower. Treated water would be discharged to the stream via a slow release valve according to S.P.C.C. licencing I requirements. The dam would also have a spillway for stormwater discharge (see Fig. 3-4) Below the dam will be a series of smaller sediment dams which would also be fitted with slow release valves and spillways for stormwater discharge. These sediment dams I would be cleaned out on a routine basis. The small catchment above the water treatment dam would be protected by contour banks which would direct water to the I drainage lines.

1 6.1.2 NOISE MANAGEMENT

I In order to mitigate the noise generated by the occasional warning bell and winch motors directional warning devices would be located behind an acoustic shield. Ventilation fans will be enclosed in a depression and any section above ground will be I bunded to specifications. I I I I I I I I I 1 I 6.2 TRANSPORT COMPONENT 6.2.1 PROPOSED ROADWORKS I 6) Seal sections in proximity to residences and woolsheds located near the road, i.e. -. adjacent to "Girrakool" I If to "Glendon Park" it to "Thorpleigh" I Improve intersection at junction of Lyndhurst/Tulloch Roads. Replace small timber bridge on Lyndhurst Road. I Realign, widen and repair drainage on sections of Thorpleigh Road. Replace grids on some sections of Thorpleigh Road. I NO Provide back loading of road making material for maintenance on Lyndhurst and Tulloch Roads. (vii) Replace surface on concrete causeway over Wollomombi River near I Conningdale.

I 6.2.2 TRAFFIC MANAGEMENT

I All trucks are to be equipped with two-way radios. Direct communication between the landholders and the proponent at a I periodic review meeting to coordinate resident requests, for changes to traffic pattern.

I 6.2.3 DUST CONTROL

I (i) Unsealed roads in proximity to residences and sensitive work areas (e.g. 1 woolsheds) are to be sealed to Council requirements. I I I I I I I I 59. 6.3 PROCESSING COMPONENT I 6.3.1 WATER MANAGEMENT

I Description of System I

I A water management analysis has been undertaken for the four years of combined operation, each year assumed to be an average year climatic record (rainfall and I evaporation). The water balance is calculated using the rainfall runoff coefficients, pan factors, N.E.A.M. ore parameters together with the Comet ore production parameters 1 as outlined in Table 6.3-1. Tailings dam catchment area is 4.8 ha.

TABLE 6.3-1 I Paramaters for water balance - Combined N.E.A.M./Comet Ore Operation

I Parameter Value

I Plant requirements (average) 160m3Iday

Supernatant production as a I percentage of initial water in slurry 551.

I Supernatant production as a percentage I of Initial water in slurry 101. A computer model has been developed to estimate monthly water balance status I for the combined project and the model run over the 4 years of planned combined production. A monthly water balance for the fourth year of operation is presented in table 6.3-2 and shown schematically on Figure 6-1. I The tabulation shows that for average climatic conditions the new process water I dam will function so that make-up from Eleanora Dam is required for each month. I U U I ------

TABLE 6.3-2

PROPOSED COMET/N.E.A.M. OPERATION - Estimated water balance for average annual climatic conditions (Year 4)

PROCESS RECYCLE (from the PROCESS WATER POND ELEANORA DAM OVERFLOW WATER tailings dam and seepage dam) FRESH WATER MONThIN OVERFLOW ______SLURRY Supernatant Plant use Overflow Rainfall Evaporation Plant use Fresh Fresh Rainfall Evaporation and water water underdrainage addition loss (m3) (m3) (m3) (m3) (m3) (m3 ) (m3) (m3 ) (m3 ) (m3 ) Cm3 ) Cm3 )

January 16,974 4,671 2,322 14,420 13,591 14,283 - 4,170 2,860 2,691 1,381 12,210 February 16,974 4.024 2,090 14,005 11,684 13,854 - 3,592 2,574 3,120 2,102 9,582 March 16,974 3,099 1,567 13,602 9,009 13,501 - 2,766 1,930 3,473 2,637 6,372 April 16,974 2,127 1,161 13,037 6,163 12,937 - 1,899 1,430 4,037 3,568 2.595 May 16.974 1,942 1.103 12,910 5,616 12,803 - 1.734 1,3258 4,171 3,795 1,821 June 16,974 2,821 871 14,021 8,346 14,133 - 2,518 1.072 2.841 1.395 6,951 July 16,974 2.312 755 13.629 6.830 13,705 - 2,064 929 3,269 2,134 4.696 August 16,974 2,359 929 13,501 6,926 13,520 - 2,106 1.444 3,454 2,492 4,434 September 16,974 2.451 1,451 13.071 7,072 12,913 - 2,188 1.787 4,061 3,660 3.412 October 16,974 3,191 1,800 13,463 9,230 13 5 290 - 2.849 2,216 3,684 3,051 6,179 November 16,974 3,700 2,148 13,623 10,685 13,041 - 3,303 2,645 3,573 2,915 7,770 December 16,974 4,070 2,380 13,761 11,749 13,511 - 3,633 2,931 3,463 2,761 8,988 I 61. An additional water balance has been carried out for a design 1 in 100 year 72 hour I storm event occurring when minimum process make-up water is required (i.e. January) and shows that all process water can be contained within the system. Under average climatic conditions the new process water dam is drained to a nominal 100m3 each month, and following the design storm the pond is again reduced to its nominal minimum capacity after 3 months. Peak storage in January following the design storm is 9,600m3.

6.3.2 EXISTING WATER MONITORING PROGRAM

Existing Surface Water I Surface water quality monitoring has been carried out at the site intermittently since July 1982, though only for antimony, arsenic, lead and sometimes pH. Samples I were taken on the following occasions:

- 23. 7.82 (18 locations) 9.1 2.82 (3 locations) - 13.12.82 (3 locations) - 21. 1.83 (12 locations) 2. 9.83 (14 locations) - - 14.12.83 (4 locations) - 6.11.87(8 locations) - 16.12.88 (10 locations) - 16. 2.89 (2 locations)

Theanalytical data are presented in Appendix 2. Monitoring locations are shown on Figure 6-2. Samples have been collected at various times from natural waters, clean and process water storages, tailings dam and mine waters. The sampling quality control procedures are not documented; however it is understood that unfiltered samples are collected in glass bottles and sent to the lab. for analysis. No particular procedures are known to have been taken to minimise contamination, and it is likely that some of the samples are contaminated with heavy metalladen dust that is widespread throughout the mine site and offices. The results to date show consistently high levels of the three metals analysed, with antimony levels normally between 0.1 and 30 ppm (the highest

I I I values are commonly found in mine waters), arsenic values were generally less than 0.1 I ppm and went as high as 0.53 ppm in the Eleanora mine water due to the mineralisat ion, and lead values generally being less than 0.01 ppm. High levels of these metals were found in office tap water at the Hillgrove mine, Li but this may be due to on-site contamination as the town reservoir water contained much lower values. I pH values were generally neutral to slightly alkaline, even mine waters. Process waters are neutral ised by liming. I I No groundwater monitoring other than minewater quality is known to have been undertaken at the mine site, although mine water samples have been included in past -j monitoring programmes and are presented in Appendix 2. Minewater monitoring is also I proposed. 6.3.3 PROPOSED WATER MONITORING PROGRAM

The ongoing water quality monitoring programme will be used to monitor the I water management scheme and if water quality deterioration is found to occur, to show which aspects of the water management scheme require fine-tuning. The seasonality of flow patterns will dictate both the intensity of further sampling I and the parameters measured. The small creeks in the lease area are dry for most of the year, flowing only after rain, while larger creeks such as Four Mile Creek and Swamp Creek flow for much of the year and Bakers Creek is a permanent stream. Two basic forms of monitoring are proposed; routine monitoring and event monitoring. I Routine monitoring is the regular collection of samples throughout the year. Samples would be collected six times per year. The sampling frequency has been established at a minimum level consistent with the need to obtain sufficient data to I monitor base levels of water quality. Sampling is proposed at 9 locations, shown on Figure 6-2. These locations include natural waters (1 and 9), clean water storages I (location 2), tailings and process water areas (6, 7 & 8) and streams below the mine site (3, 4, 5). P_j

I

I I fl 63.

Monitoring of mine waters will also be conducted from at least 2 appropriate locations. I Event monitoring is the sampling of any water discharges associated with major storm and rainfall events. The total number of samples collected after a rainfall event I may also depend on the duration and volume of the resultant discharge. Three levels of water quality monitoring will be used. These are presented in Table 6.3-3. The basic list of parameters will be determined on all samples on all sampling occasions. On selected samples the extended list will also be determined. The full I character isat ion will be done only on a small number of samples, twice per year. Sampling will be related to an estimate of water flows at each location. Review of ore I geochemistry has shown that heavy metals other than arsenic, antimony and lead are present only at trace levels, and therefore it is only necessary to determine these during I the full character isat ion, twice per year.

TABLE 6.3-3 I Water Quality Monitoring Programe

I Basic List Extended List Ful 1 Characterl satlon pH Basic list plus: Extended list plus: EC Calcium Phosphate I TDS Magnesium Mercury JSSJ Sodium Cadmi urn Sulphate Potassium Selenium I Arsenic 'Siilhate Nitrate Ant1mny Chloride Ammonia Lea Bicarbonate Copper I Iron Zinc Manganese I Cyanide Groundwater quality monitoring will be conducted on selected mine levels on a I regular basis; at this stage bimonthly monitoring is considered appropriate. Selected samples would be analysed for the full list of parameters (above). Other samples will be LI analysed for the basic or extended lists of parameters. I

I I I I 1 6.3.4 DUST CONTROL As the operation is an existing one it is subject to a licence under the provisions of I the Clean Air Act, 1961. Some dust control procedures are already in place but these measures will be improved. These measures include:-

I - additional watering of haul roads during dry periods - rational isation of the existing access roads into the processing area I - planting of trees along the north-western perimeter of the processing area in order to reduce wind speeds on the truck transport unloading areas I - limits on the extent of vegetation stripping for dam construction - rehabilitation of the dam wall as demonstrated on the face of the existing tailings I dam - planting of trees in proximity to the existing office area in order to reduce dust I levels in working areas. I I I I 1 I I I I I I I I 65. I 7.0 ALTERNATIVES 7.1 ON-SITE PROCESSING U On-site processing of the Comet ore at Rockvale has been the subject of two other environmental impact statements (Lewis 1986; Martin, 1988). Development I approval for the second design was given by Dumaresq Shire Council in January, 1989. This decision was placed on appeal to the Land & Environment Court by the I Wollomombi-Rockvale Environmental Protection Group (WREPG). The main objections put forward by this group were the potential for water pollution from the proposed I tailings facility and potential noise impacts from the operation. The current proposal removes the need for construction of a tailings facility at I Rockvale and will also eliminate the major noise sources (i.e. the crushing facility and the ball mill). As the processing plant will not be located at Rockvale there will no I longer be a requirement for 24 hour operation. I 7.2 NO-ACTION The no-action alternative would have serious long term consequences for the I region. As the current proposal required Mt. Gipps Limited to purchase Vam Ltd and the New England Antimony Mine (N.E.A.M.), the continued viability of the existing I operations at Hillgrove are dependent on project approval. If Comet ore could not be utilised to bolster the declining antimony reserves in the vicinity of Hillgrove consideration of substantial rationalisation of N.E.A.M. and possible closure would be I required. As there are presently 93 direct jobs at Hillgrove and up to 44 being created by I the introduction of the Comet ore, the socio-economic impact of the no-action alternative would be considerable. There would also be widespread multiplier effects I which would have a negative effect on the regional economy. An estimate of the losses to regional employment and income is shown in Table 7.2-1. These figures are based on I assumptions of the level of excess capacity in the service sectors of the economy which affect the size of the multiplier impacts. Excess capacity refers to the extent that existing workers are already utilised in their jobs. In using a range of values for the level I of excess capacity it is still clear that the regional income and employment effects of the existing operation and the proposal will be important contributions to continued I growth in the regional economy. I I I 67. 8.0 PUBLIC PARTICIPATION

During the previous 18 months there has been extensive consultation with residents of the local community concerning the previous proposals for on-site I processing of Comet ore. Since the inception of the current proposal there has been regular contact with individual members in the Rockvale community and meetings with I landholders along the preferred transport route. Their primary concern has been dust control not only in relation to residences but also for protection of sensitive work areas I especially woolsheds. These residents are also concerned about the need for strict ' traffic control procedures. Documentation of the public participation involved in the previous proposal is outlined in the E.I.S. for the previous proposal (Martin, 1988).

I I I [ I I I I I I I I 1 68. 1 9.0 BIBLIOGRAPHY

1. Australian Bureau of Statistics Censuses for 1976, 1981, 1986 I 2. Holmes N.E. and Smith C. (1987) Monitoring and Modelling of Noise Levels Around I Open-Cut Mines. Environmental Management in the Coal Industry - Preprint of Seminar Papers - University of Sydney No V17, 1987, pp 112-127

1 3. Gutteridge Haskins & Davey (G.H.D.) (1983) Transport Supplement to E.I.S. Proposed United Colliery, I Workworth, Singleton, February 1983

4. Lewis Environmental Consultants (1986) Environmental Impact Statement I Comet Gold Mine, Happy Valley, Armidale, Nov. 1986 1 5. Pertzel, B.A., 1984: "Report on the Phoenix Mine, near Armidale in Northern N.S.W., Unpub. report by Pertzel Tahan & Associates Pty Ltd for Allied Resources I Corporation Limited, January 1984. 6. Murphy, A.J., 1983; "Conceptual Mining Plan & Economic Evaluation for I Re-esetablishment of Mining Operations at Comet Valley Gold Mine,Rockvale, N.S.W., Unpub. report by A.J. Murphy & Associates for Allied Resources I Corporation Limited, December 1983. 1 7. Magnussen,J., 1985; "A report on the Comet Valley Gold Mine Rockvale,N.S.W.; Unpub. report for United Gold Pty Limited, August, 1985.

8. Douglas Martin & Associates Pty Ltd (1988) Environmental Impact Statement - Proposed Reopening of Comet Gold Mine, Armidale NSW on behalf of Mt Gipps I Limited. LI I I I I 10.0 STUDY TEAM Douglas Martin & Associates Pty Ltd (02) 427.0638 Fax (02) 428.5283 I Project Coordination, Management, Transportation, Socioeconomics, Land-Use. Corporate Member Royal Australian Planning Institute (M.R.A.P.I.)

I Stuart Miller & Associates Pty Ltd (02) 810.8100 I Solids Liquid Waste Management, Rehabilitation Planning W.L.P.U. Consultants Pty Ltd (02) 929.5155 I Tailings Dam Design, Drainage I Pollution Research Pty Ltd (02) 569.6144 Water Quality Monitoring Programmes

I Nigel Holmes & Associates (02) 810.8674 I Noise, Vibration & Air Quality I I I I I I I I I I I I I I I I I I I I APPENDICES I I p- I U I F1 I I I APPENDIX I

MT GIPPS LIMITED

EVALUATION OF TRANSPORT OPTIONS

FROM ROCKVALE TO HILLGROVE

PREPARED BY DOUGLAS MARTIN & ASSOCIATES PTY LTD ENVIRONMENTAL PLANNING CONSULTANTS

IN ASSOCIATION WITH DAMES & MOORE

JUNE 1989 I TABLE OF CONTENTS I I 1.0 Introduction 2.0 Description of Project Requirements 3.0 Description of the Existing Environment H 3.1 Topography & Drainage 3.2 Land-Use I 3.3 Existing Road Networks 3.4 Road Inventory I 3.4.1 Graf ton Road (MR 74) 3.4.2 Rockvale Road 3.4.3 Chandler Road I 3.4.4 Tulloch Road 3.4.5 Thorpleigh Road I 3.4.6 Lyndhurst Road 3.5 Traffic Volumes I 4.0 Description of Transport Options 4.1 Option 1 - Armidale Route H 4.2 Option 2 - Chandler/Thorpleigh Road Route 4.3 Option 3 - Lyndhurst, Tulloch, Thorpleigh Route 4.4 Option 4 - Short-Cut Route (Tulloch Road/Chandler/Thorpleigh Roads) I 4.5 Option 5 - Rockvale - Brookside Route 4.6 Other Options I 5.0 Evaluation of Options 5.1 Evaluation Criteria I 5.2 Traffic Generation 5.3 Option 1 I 5.3.1 Engineering Design Criteria 5.3.2 Financial Criteria 5.3.3 Environmental I 5.4 Option 2 5.4.1 Engineering Design Criteria 5.4.2 Financial Criteria 5.4.3 Environmental I 5.5 Option 3 5.5.1 Engineering Design Criteria I I I 5.5.2 Financial Criteria I 5.5.3 Environmental 5.6 Option 4 I 5.6.1 Engineering Design/Criteria 5.6.2 Financial Criteria I 5.6.3 Environmental 5.7 Option 5 5.7.1 Engineering Design/Criteria I 5.7.2 Financial Criteria 5.7.3 Environmental I 6.0 Summary & Preferred Option I List of Tables

I Table 1 Proposed Truck Traffic Volumes Table 2 Study Area Traffic Volumes I Origin/Destination Survey May, 1986 Traffic Counts MR.74 (Graf ton Road) I Table 3 Shire Road Traffic Volumes Table 4 Comparison of Transport Options with selected Engineering and I Environmental Factors Table 5 Ranking of Transport Options I Table 6 Summary of Total Costs - all Options I List of Figures Fig 1 Road Transport Options Rockvale to Hiligrove I Fig 2 Longitudinal Section - Rockvale Road - Armidale to Rockvale Fig 3 Longitudinal Section - Chandler Road - Rockvale Road to Thorpleigh Road I Fig 4 Longitudinal Section - Lyndhurst Road - Tulloch Road - Chandler Road - Thorpleigh Road I I I .1 I I I 1. I I This report has been prepared by Douglas Martin & Associates Pty Ltd on behalf of Mt Gipps Limited which is proposing to transport gold ore from the Comet Mine at Rockvale to the New England Antimony Mines at Hillgrove. The purpose of this Report I is to consider alternative transport routes, taking into account relevant environmental, engineering/design and financial criteria. Dames & Moore provided advice on the I assessment of road surface and pavement conditions. The report is divided into a number of sections. i - A description of the project requirements. I - A description of the environment in the area traversed by the roads. - A description of the various options. - An evaluation of the options using different criteria. I - A summary and description of the preferred option. 7 I The project has a projected life of four years and the required tonnages for each year are as shown in Table 1. I As can be seen in the table, the maximum movement is required in Year 2 of the operation when the annual tonnage reaches 55,000 tonnes. Assuming a 236 day/year, the I maximum number of daily trips was calculated at 24. Operations would be carried out for five days a week from 7 am to 5 pm using trucks of 20-22 tonne capacity. The I number of working days/year is a conservative figure and truck traffic volumes could be lower if productivity were increased. I There is adequate storage area adjacent to the Hillgrove processing plant for stockpiles of up to 21 days of material. I H L

I L I I I 2.

I TABLE 1 I PROPOSED TRUCK TRAFFIC VOLUMES I Year 1 Year 2 Year 3 Year 4 Tonnes Hauled 24500 55000 40000 32000

I Total Annual Loads 1255 2750 2000 1600

I Total Trips 2450 5500 4000 3200 Daily Trips I 236 Day Year 10 24 18 14 Hourly Volume I 7am-5pm 1 2.4 1.8 1.4 Source: Mt Gipps Limited I I I I I I I I I I I I I 43 I

= IT # a*= SWEIMITHRO =

The study area encompasses a number of smaller river floodplains, major creeks and intervening ridges. Elevation of the country varies from around 1,200 metres in the vicinity of Rockvale and decreases to 1000 metres around Armidale. From a I transport perspective, the intervening ridges between each drainage system present significant grades and low standard alignments. H 3.2 Land Use

I Land use in the Rockvale/Hillgrove area is mainly based on extensive grazing of cattle and sheep. There is one large piggery operating along the Tulloch Road. I Along the Rockvale Road and in the vicinity of the Comet Mine, there are patches of more intensive development with either rural residential or institutional uses. I

I The existing road network connecting the Rockvale and Hillgrove areas is generally made up of local access roads to service grazing properties. As shown in I Figure 1, the two most important roads in the study area are the Rockvale and Graf ton Roads. These roads are connected by a series of local public roads known as Chandler, Thorpleigh, Tulloch and Lyndhurst Roads. The only classified road (i.e. main road) in the network affected by the proposal is I the Graf ton Road which is listed as Main Road 74. All other roads including the Rockvale Road are fully maintained by the Shire of Dumaresq. Trends in traffic growth for MR74 during the period 1966-1 984 are shown in Table 2. This data I indicates an annual average growth in inter-regional traffic of 6% per year. This road functions as an inter-regional route connecting the New England to the I Upper North Coast region. The Rockvale Road and other affected roads primarily serve as local access roads F~ for trips into and from Armidale. I I I 4.

. ".942TAINK111

Graf ton Road (MR.74) is the main interregional route between Armidale and the North Coast region. All new construction has been built at current RTA standards for 100 k.p.h. carriageways. In the older sections I there are lower standard alignments and reduced advisory speeds. The bridge and approaches to I Burying Ground Creek require upgrading with poor sighting distances and one-lane of traffic on the timber bridge.

3.4.2 Rockvale Road Rockvale Road is fully maintained by Council and is sealed as far as the I low-level bridge at Outer Rockvale. It performs the major feeder role to the Rockvale area. The pavement varies in condition as does the I alignment and standard of construction. On the intervening ridges between the rivers and major creeks, there are steep sections (up to 7%) I with narrow pavement width and poor horizontal and vertical siting distances. Speed signs in these sections recommend between 50-70 kph. On the flat sections alignment and pavement are generally in better I condition with the section crossing the Gara River having the highest design standard on the road, except for several shorter sections I approaching Armidale. Existing structures on the Rockvale Road are also highly variable in I condition. There are at least three single lane timber bridges across major creeks which require low approach speeds. Given the declining I traffic volumes on this road, there are no current plans for upgrading of any of these bridges. The two steepest sections on the Rockvale Road occur immediately adjacent to the proposed mining area (6.9%) and immediately south-west of Burying Ground Creek (6.9%). On both of these hills are located I smaller rural residential allotments in proximity to the road corridor and have potential noise and road safety problems.

I I I 5. I This road provides an east-west connection from the Rockvale Road to the Tulloch and Kilcoy Roads which run north-south between outer I Rockvale and Wollomombi. The first seven kilometres is sealed from the P Rockvale end but the pavement condition of the last three is very poor li and requires re-sealing. The remainder of the road is unsealed but adequate for servicing the surrounding land-use. There are numerous I grids and some causeways. There is a low level crossing of the Wollomombi river approximately one kilometre east of the Thorpleigh I Road intersection. Grades are slight to moderate (up to 4%) and are generally lower than I those encountered on the Rockvale Road.

I Tulloch Road is in similar condition to the unsealed sections of Chandler Road. As the country is more undulating, grades are lower than for I Chandler or Rockvale Road. There are numerous grids and causeways. This road connects Chandler Road to Lyndhurst Road to the north. Sighting distances are fair to excellent with only two crests where it is restricted. Only one property homestead is located close to the road corridor along its entire length.

3.4.5 Thorpleigh Road I This road connects Chandler Road to the Graf ton Road (MR74) and is generally steeper than both Tulloch and Chandler Roads, It is sealed for I approximately 1 .5 kms at its southern end. The steepest section runs from the intersection with Chandler Road for approximately 2 kms to the I top of the crest in proximity to 'Thorpleigh' and the 'Achill West' Property. This section contains a series of curves (grades 3.2%) with poor alignment, poor drainage and low sighting distances. Overall grades are I lower than on the Rockvale Road, but steeper than Chandler and Tulloch Roads. I This section requires upgrading in width, alignment and drainage in order to satisfy operational and safety requirements. There are two properties I "Achill West" and I I I

L "Thorpleigh" on the short flat section on top of the plateau in close proximity to the road. There are numerous grids and causeways on this I road some of which would require replacement (max grade 4.3%).

3.4.6 Lyndhurst Road I This road connects Rockvale Road to Tulloch Road immediately to the north of the Wollomombi River at Outer Rockvale. It is unsealed and I contains two timber bridges in the vicinity of the 'Girrakool' property homestead. One of these bridges would require I replacement with a short steel frame span and the other may require strengthening of its foundations. Maximum grades on this road are 4.5%. There are short sections of this road which require grading and repairs to I drainage.

I $LJT3!&it'iur*i

I A comprehensive origin destination survey has been conducted by the NSW Roads and Traffic Authority (RTA) as part of a larger study to consider possible by-pass I routes of the City of Armidale. This survey was conducted in March 1986 and measured a 20% sample of all traffic classified by light vehicles and heavy I vehicles.

The results of the study are reported in Table 2. Existing daily heavy vehicle I movements on the Rockvale Road were 40 heavy vehicles which represented approximately 6% of the total movement of 705 vehicles. On the Graf ton Road, I the heavy vehicle movements were measured at 160 vehicles or 12.6% of the total movements of 1,265 vehicles. I Trends in traffic growth are shown for the Graf ton Road during the period 1966-1984 and demonstrate an annual average growth rate of 6% per year. As I discussed in previous studies (Douglas Martin & Associates August 1988), traffic volumes on the Rockvale Road just south of the intersection with Kelly's Road I (i.e. the Comet Mine Access Road) were measured by the Council at 130 vehicles/day in May 1988 and 24 vehicles/day along Kelly's Road. Traffic volumes I on Rockvale Road have been decreasing over the past ten years. All other roads in the network have traffic volumes of less than 100 vehicles/day. Lyndhurst, Tulloch I I I I 7.

I and Thorpleigh Roads have a very low number of traffic generators with Tulloch Road having only one property homestead its entire length. Thorpleigh Road has three permanent residences in proximity to the road. Actual traffic Volumes on I the Shire roads are reported in Table 3. I I I I I I I I I I I I I I I I I U I [3

I TABLE 2 I STUDY AREA TRAFFIC VOLUMES Origin/Destination Survey, May, 1986 I Armi dale Heavy Vehicles Light Vehicles Total

I Rockvale Road near Shire Boundary 40 665 705 I Grafton Road near Shire Boundary 160 1,105 1,265 I TRAFFIC COUNTS (AADT) ON MR74 (14.9 km West of Wollomombi P.O.) I Year Station No. 92394 P0

I 1966 350 1969 410 1972 560 I 1976 510 1980 810 I 1984 930 Source: RATA

I AADT - Annual Average Daily Traffic (Axle Count only) I I I I I I I I I I I TABLE 3

TRAFFIC VOLUMES I ROADS MAINTAINED BY DUMARESQ SHIRE

I ROAD VEHICLES PER DAY

Rockvale at Kelly's Road 130 I Lyn d hurst 40 Tullock at Lyndhurst Road 12 I at Chandler 17 Chandler at Rockvale Road 62 I at end bitumen 40 past Tulloch Road 23 Thorpleigh at Chandler Road 12 I at Graf ton Road 24 Stockton Rd (Hillgrove Rd) I at Grafton Road 161 Kelly's Road 24 I Brooks ide 19 I Argyle Mining Vale 39 I Source: Dumaresq Shire Council I Options 1, 2, 3 and 5 assume common exit and entrance roads to the Rockvale Mine and the Hillgrove Processing Plant. That is 2km of Kelly's Road and 7km of Hillgrove Road. All return trips would follow the same routes. Option 4 would eliminate I the use of Kelly's Road.

I 4.1 Option 1. Armidale Route

I This option involves turning left into Rockvale Road from Kelly's Road and proceeding into the City of Armidale and then to Hillgrove via the Graf ton Road I (M.R.74) Route length (69.3km). I 4 I I

I 10.

4.2 Option 2. Chandler/Thorpleigh Road Route

This option involves turning left at Kelly's Road along Rockvale Road, left onto I Chandler Road, right into Thorpleigh Road and right onto the Graf ton Road (M.R.74). Route length (50 km). I 4.3 Option 3. Lyndhurst, Tulloch, Thorpleigh Route

This option involves a right turn from Kelly's Road into the Rockvale Road, a right I turn into Lyndhurst Road, a right turn into Tulloch Road, right turn into Chandler Road, left into Thorpleigh Road and right into the Graf ton Road, Route Length I

4.4 Option 4. Short-Cut Route - (Tulloch Road/Chandler/Thorpleigh Roads)

This option involves formation of a road past the old Tulloch Silver Mine which I continues east to intersect with Tulloch Road The route would then be identical to Option 3. Route length (34 kms)

I _____ 4.5 Option 5. Rockvale - Brookside Route

I This route involved turning left in Rockvale Road, to Brookside Road, going south along a local access road to be upgraded through the Mining Vale property I adjoining the Gara River and then left into the Graf ton Road (M.R.74) Route length (59kms). I ,JTTZsMtT I Other options considered were: T Hi - Rockvale Road to Pine Forest Road immediately east of the Donald Creek Bridge, construction of approximately 1 .5km of new road along the 330 kV 1 power line to connect with Middle Farm Road, then left onto the Graf ton Road.

I - Rockvale Road to Thalgarah on the eastern side of the Gara River, running south through the 'Swallowfield' property to 'Brookside' and connecting to I private road on the 'Mining Vale' property as outlined in Option 5. I I I 11. I Both of the above routes were excluded from further consideration. This was because of the length of new construct ion required, the higher number of private properties and private roaddirectly involved or adjacent to the road corridor and I financial feasibility. I I 5.1 Evaluation Criteria I Evaluation of the options was carried out using three sets of criteria and these I were as follows: I - road grades I - road surface - seal/unsealed condition - foundation material I - lifeof the road - road structures and drainage I - availability of material I - Haul Distance I - Initial Capital Investment - Undiscounted Cash Flow I - Discounted Cash Flow (Net Present Value) I - Safety I - Land Use - Noise I - Air Quality - Extent of Mitigation I I I 12. I

The results are summarised in Tables 4 & 5. Table 4 shows both I quantitative and qualitative measures of preference and Table 5 ranks all options. I I I I I I I I I I I I I I I I LI ------TABLE 4 COMPARISON OF TRANSPORT OPTIONS WITH SELECTED ENGINEERING & ENVIRONMENTAL FACTORS Engineering Factors Units Length Sealed Unsealed Existing Potential Existing Potential Grids Realignment Resurface New Construction Km Km Km Bridges Replacement Causeways Replacement No Resurface Km Required No Strengthening Culverts Strengthening Km Km No No No

70k 70k 0 8 1 0 0 0 0 0 0

2 50k 33 17 5 1 13 0 8 3 10 0

3 42k 16 26 5 2 11 2 14 3 2 0

4 34K 12 22 3 0 8 2 11 0 5

5 57k 45 12 6 0 7 5 15 3 3 3

Environmental Factors

Noise All Potential Houses Sensitive Pedestrian Public Dust Options Affected Areas Crossings Road Problem

1 250 3 2 Yes 0 2 19 3 0 Yes 2 3 15 3 0 Yes 3 4 4 2 0 No 3 5 14 3 0 No 2 I I 13. I TABLE 5 RANKING OF TRANSPORT OPTIONS I CR1 TERIA OPTION 1 OPTION 2 OPTION 3 OPTION 4 OPTION 5

I Enai neeri na/Desian Grades 2 3 5 5 2 Alignment 5 4 2 2 4 I Road Surface 5 4 3 1 2 Structures Requirements 5 4 3 3 3 Surface Requirements 5 4 3 1 2 I Construction Material 5 4 4 4 1 Financial

I Undi scounted 1 3 5 4 2 Discounted 1 3 5 4 2 I Envi ronmental Safety 1 3 4 5 2 Land Use 1 3 5 5 2 I Noise 1 3 4 5 2 Air Quality 5 3 2 2 4

I Note: 5 is best 1 is worst I I I I I I I I I I

I 14.

5.2 Traffic Generation

As shown in Table 1 the heavy vehicle movements to the mine will peak at 24 I movements/day in Year 2. As the existing movements were measured at 40 movements at the City of Armidale boundary in 1986 the traffic volume at this I point will increase for 12 months by 60%. Movements in Years 3 and 4 are proportionately less. Assuming that all mine employees will live in Armidale the I total employee traffic will be 32 trips/day (vehicle occupancy rate 2.5 employees/vehicle and assumes no company bus provided). All options will generate the same amount of traffic. I

5.3 Option 1

5.3.1 Engineering/Design Criteria I Grades Comparison of Figs 2, 3 and 4 demonstrate that this option has the I steepest and longest grades of all the options Of particular importance is the steep grade on the Rockvale Road immediately south of the Kelly's Road. The Graf ton Road section has more gentle grades. I

Horizontal Alignment I Horizontal alignment of the road varies considerably on the Rockvale Road with very poor alignment standards on the intervening ridges I between the major creeks and rivers. On the flood plain areas alignments are long and straight.

Road Surface The entire length of the road (69.3km) is sealed with varying pavement width and condition especially on the Rockvale Road.

H Road Structures On the Rockvale Road are three timber bridges and on MR.74 there is H one which require low approach speeds and at least one is considered necessary for replacement. All other structures I on the M.R. 74 are in adequate condition to deal with the anticipated increase in traffic volume. I I I 15.

I 5.3.2 This option has the lowest initial capital investment but the highest operational cost. The net present value of this option was calculated at -$1,042,160.00.

5.3.3 Environmental This option involves all sealed roads and runs through the City of I Armidale. The route involves trucking past approximately 250 houses within 200 metres of the road even though the vast majority of these are located in Armidale. I Along the route especially on the Rockvale Road there are hilly sections which contain rural residential areas. The most noise sensitive areas are on the Rockvale Hill overlooking the mine and the hill immediately west of Burying Ground Creek. I There is a designated school bus route along both Rockvale Road and the Graf ton Road and there is one major school pedestrian crossing I immediately east of the intersection of the Rockvale Road with the New England Highway. There are no apparent dust problems associated with this option and the I major mitigation required would be the construction of a new bridge over Donald Creek.

5.4 Option 2

5.4.1 Engineering/Design

Grades Figs. 3 & 4 show this option to have moderate grades on the unsealed portion of the route on Chandler Road between the Rockvale Road and the Thorpleigh Road. It shares the steepest and longest grade in the network with Options 1 and 5 (i.e. the Rockvale Hill).

I On the Rockvale Road, there are sections of poor alignment on

I the hilly section where advisory speed signs recommend 50-70kph. The Chandler Road section has acceptable alignment and has acceptable sighting distances. Thorpleigh Road is discussed as part of Option 3. I I I 16.

I Road Surface Chandler Road is partially sealed along the length of interest. The sealed I portion offers a 6m wide pavement which is generally in good to fair condition for the first 5km and then has a poor surface for the next 2-3kms of seal. Deterioration of the surface has been extensively I patched which is indicative of a continuing maintenance problem. The I unsealed sections of the road are generally well gravelled but narrow. Structures Chandler Road has numerous grids and causeways some of which may require strengthening or replacement with culverts.

5.4.2 Financial This option requires an initial capital investment of $160,000 which when I added to the discounted operating costs had a net present value of I -$911,170. 5.4.3 I This route shares the most noise sensitive area of rural residential land-use with Option 1. In total there are 19 residences which may be affected by truck traffic. As Chandler Road provides the secondary I feeder role to the Rockvale Road in that section of the network the existing traffic movements on this route were higher than Lyndhurst, I Tulloch and Thorpleigh Roads. I I

I Grades This route eliminates the steepest and longest grade of the entire I network. There are moderate grades on all sections of this route except on Lyndhurst Road for 2 kms near Boundary Creek (4.5%) 1 km near I Valley Creek (4.8%)and the northern 2kms of the Thorpleigh Road. I I I 17. IT The alignment of the roads on this route is satisfactory except for the sections of the Thorpleigh Road mentioned above. The alignment of the northern section of Thorpleigh Road requires upgrading and widening in order to provide acceptable sighting and clearance. The intersection of I Lyndhurst and Tulloch should also be upgraded.

I Road Surface Apart from a short section of 3.4km on the Rockvale Road and I approximately 1.5km on the southern end of the Thorpleigh Road this route is on unsealed roads. Lyndhurst Road is unsealed but quite wide (6-8m) and has been formed I essentially at natural grade. The "pavement" consists of a compacted layer of natural soil which varies from a cohesive clay silt to an I essentially non-cohesive silty or clayey sand. There is little or no evidence of imported material having been used in the construction of I the road. Tulloch Road is narrow and unsealed with the road surface augmented by I some imported gravel. The natural sub-grade conditions along the route are generally very good and the general condition of the pavement was significantly superior to Lyndhurst Road. I Thorpleigh Road is narrow, unsealed and infrequently used. The road traverses undulating country and rock is present at shallow depth and as a I consequence the natural sub-grade conditions are generally very good. Poor sub-grade conditions are occasionalily present around low-lying I creek lines. I Structures As on Options 2 and 4 there are numerous grids and causeways. The grids on the Thorpleigh Road would require replacement and widening. The I causeway over the Wollomombi River on Chandler Road would require resealing with reinforced concrete. I Two timber bridges on the Lyndhurst Road may require upgrading and the I shorter one would require replacement.

d I 18.

I Availability of Material Suitable road material is located on the Thorpleigh Road adjacent to the I proposed areas for realignment.

5.5.2 Financial I This option has an initial capital investment for upgrading works of an estimated $180,000 and a net present value of -$825,320.00 which makes I it the least cost option even though it is more expensive than Option 2 for capital cost.

5.5.3 Environmental By turning to the north-east from Kelly's Road (the mine access road) I this route avoids the noise sensitive area of Rockvale Hill. The route also avoids the other sections of rural residential land-use on the Rockvale I Road. On the Tul loch Road the road passes in close proximity to a property residence and would require dust mitigation procedures. On the 1 Thorpleigh road section there are two property residences within 50 metres of the road corridor but oneof the owners has already sealed the I road. From a road safety perspective Options 3 and 4 will provide the lowest potential for conflict with existing traffic as both Tulloch and Lyndhurst I Road have minimal traffic generators. Information received from Armidale Police demonstrate that no accidents were reported on these I roads in the past five years. Under normal conditions there are two sections of this route each of 4kms along which there is virtually no other LI potential traffic generator. These sections represent almost one third of the unsealed section of the route. One of these untravelled sections I constitutes the steepest and also poorest road alignment along the entire route. (i.e. the northern 2kms of Thorpleigh Road). F__J1 I I Li Li I 19.

I 5.6.1

Grades I This option involves the same route as for Option 3 except for the Lyndhurst Road portion. It involves building a private road across steep I land directly east of the Comet mine to Tul loch Road in close proximity to the old Tul loch Silver Mine.

Alignment I See Option 3.

Road Surface I This option avoids sections of Lyndhurst Road in the vicinity of 'Girrakool' which require maintenance to drainage and intermittent I re-surfacing. Otherwise refer to comments on Option 3. I Structures The major difference with Option 3 is avoiding the two timber bridges in I the vicinity of 'Girrakool'.

5.6.2 Financial I This option has the highest capital investment due to the need for construction of the private road. Operating costs are lowest overall. Net I present value of this option is -$880,388.00. I 5.6.3 Environmental This option reduces the number of potentially affected property residences to four. The major environmental disadvantage is the need to I cross the Wollomombi River and three other creeks along the route of the private road. Construction of a road in these locations would lead to I short-term construction effects including siltation and potential for soil erosion along road batters. I Agreement of the landholder is also a requirement of this option. The route shares the majority of the environmental benefits of Option 3.

I I 20.

5.7 Option 5

I 5.7.1

Grades I This option is essentially the same as Option 1 except that it avoids the City of Armidale and the closer settled areas on its outskirts. It requires I use of the steepest section of Rockvale Road. For the 3km of new construction from Brookside Road to the Mining Vale Road the grades are slight to moderate as the proposed route follows the terrace above the I floodplain of the Gara River.

Alignment Alignment of the proposed new construction would be to landholder I requirements.

Road Surface See Option 1.

Structures Along the area of new construction there would be a requirement for I construction of causeways and replacement of grids. No new bridges would be required as Brookside Road turns off the Rockvale Road before I Donald Creek.

I 5.7.2 Financial As this option has a relatively long haul distance and also requires Li significant capital investment it has the second lowest financial ranking with a net present value of -$977,639.00.

5.7.3 This option includes the noise sensitive area of Rockvale Hill but avoids I the urban area of the City of Armidale and the other noise sensitive area west of Burying Ground Creek. It is dependent on the approval of at least I two landholders as part of the road corridor is presently private road. Li I I 21.

I From a road safety perspective it still requires trucking on the low standard sections of Rockvale Road from Brookside Road to Rockvale. I

The available transport options may be classified into two groups, those that emphasise use of the existing sealed sections of the network with higher traffic volumes I or use of the unsealed sections with low existing traffic. Ranking of the short-listed routes is shown in Table 5. The options which were I demonstrated to be preferable were options 2, 3 and 4 which involve maximum use of the unsealed roads with very low existing traffic volumes. Of these three options, option I 3 has significant environmental advantages as well as being the highest ranked financial option (see Table 6). This route avoids the noise sensitive area of Rockvale Hill and minimises the number of property residences in proximity to the road corridor. There is I also 8 km of this route along which there are no existing traffic generators. Upgrading of the Thorpleigh Road is common to options 2, 3 and 4 and suitable I construction material is located immediately adjacent to the area designated for work. Construction work in this area would not inconvenience any existing property with I alternative routes available along Chandler or Kilcoy Roads. Use of backloading of suitable road material by company vehicles may be possible from the borrow areas I already in place on the Thorpleigh Road to both Tulloch, Lyndhurst and Chandler Roads. TABLE 6

I SUMMARY OF TOTAL COSTS - ALL OPTIONS

Capital Cost Total Total I Discounted Undiscounted

Option 1 $100,000 $ 1,042,160 $ 1,153,845

I Option 2 $160,000 $ 911,165 $ 1,306,215 I Option 3 $180,000 $ 825,319 $ 1,164,497 Option 4 243,000 $ 880,388 $ 1,214,309 I Option 5 $143,000 $ 977,639 $ 1,417,014 I I I I KOM I I I I I I

I APPENDIX 2 EXISTING WATER QUALITY DATA I HILLGROVE I L~ I I 1~ I I I I Di I I

I APPENDIX 2 I WATER QUALITY DATA - HILLGROVE I Date Taken: 23.7.82 I Sample No. pH Sb ppm As ppm Pb ppm Description M43 7.45 11.4 0.04 <0.01 Small top dam above mill M94 4.88 4.1 0.06 0.04 Effluent dam above mill I M95 7.50 7.4 0.06 0.01 Eleanora dam M96 7.72 0.4 0.03 0.01 Bottom dam below mill (edge of gorge) M97 7.83 0.5 0.14 0.01 Black Lode dam (near road to Freehold (FH)) I M98 8.56 0.2 <0.01 0.01 Hiligrove main reservoir M99 7.88 8.7 0.20 0.01 Smiths Mine Water (4 level) M100 7.59 4.3 0.03 0.01 FH 10 Level Mine Water I MiOl 7.84 5.1 0.03 0.01 Swamp Ck (250m below FH 10) M102 7.51 0.4 0.05 0.04 Lawrences' Dam (near Long Pt Rd) M103 8.40 0.3 0.03 0.01 Top of Bakers Ck Falls (Bakers Ck) I M104 7.89 1.9 0.05 <0.01 Bakers Ck (Just below Lower Cooney) M105 8.15 7.3 0.53 0.01 Eleanora Mine Water (9 Level) M106 7.76 18.2 0.07 <0.01 Freehold Mine Water (Recirc-tank) M107 7.74 0.2 0.03 <0.01 Tulloch Ck (500m above workings) I M108 7.85 0.2 0.12 0.01 Tulloch Ck (just below main workings) M109 8.35 0.4 <0.01 <0.01 Bakers Ck (Below Mill Ck Junction) Mll0 7.40 0.4 <0.01 <0.01 Bakers Ck (Below Four Mile Ck I Junction)

I Date Taken: 9.12.82 I Sample No. pH Sb ppm As ppm Pb ppm Description A 7.00 4.6 <0.2 0.03 (From Eleanora Dam) Office Tap Water 1.9.82 I B 6.87 Freehold 6 Level Xcut & West DDH 9.12.82 Ground Water I B 8.10 0.2 <0.2 <0.01 Date Taken: 13.12.82

I Sample No. pH Sb ppm As ppm Pb ppm Description

7.0 4.5 <0.2 0.08 Eleanora Dam (Town Reservoir) I 2 7.0 4.4 0.3 0.04 Office Tap Water I 3 7.8 0.2 <0.2 <0.01 Hiligrove Town Reservoir I I I 24. I Date Taken: 21.1.83 Sample No. pH Sb ppm As ppm Pb ppm Description

27 7.50 0.3 <0.1 <0.01 Bakers Crk, Below Lower Cooney 28 8.05 30.4 0.1 <0.01 Freehold 10 Level Mine Water I 29 7.45 0.3 <0.1 <0.01 Hillgrove Town Reservoir 30 7.73 8.0 <0.1 <0.01 Swamp Crk, Below Freehold 31 7.98 14.8 0.3 0.01 Effluent Dam, Above Mill 33 8.14 1.9 0.1 0.01 Freehold Mine Water (Recirculating) I 37 7.05 0.1 0.1 <0.01 Bakers Crk, Head of Gorge 38 7.03 0.4 <0.1 0.01 Eleanora Dam 39 7.06 1.3 <0.1 <0.01 Bottom Dam below Mill I 40 7.98 3.7 0.1 0.01 Smiths Mine Water, 4 Level 41 7.10 0.4 <0.1 <0.01 Small Top Dam Above Mill 42 7.18 0.2 0.2 <0.01 Below Proposed Tailings Retreat

I Date Taken 2 9 83 Water Samples Sb Pb As I Date Sample Description P.P.M. P.P.M. P.P.M.

11/7 Small Dam above Effluent Dam 2.2 <0.1 <0.1 I 11/7 Lower Cooney 0.2 <0.1 <0.1 11/7Top Effluent Dam Above Mill 5.7 <0.1 0.1 12/7 Bottom Dam Below Mill 1 (Edge of Gorge) 2.5 <0.1 <0.1 11/7 Bakers Creek Below Cooney 0.4 <0.1 <0.1 12/7 Junction 4 Mile, Bakers Creek 0.6 <0.1 <0.1 11/7 Eleanora 9 Level 10.4 <0.1 0.1 I 12/7 Freehold Recirc Tank 14.6 <0.1 0.1 12/7 Eleanora Dam 6.6 <0.1 0.1 11/7 Town Reservoir 0.2 <0.1 <01 I 11/7 4 Level Smiths Outflow 8.8 <0.1 0.1 11/7 10 Level Freehold Outflow 24.6 <0.1 0.4 11/7 Swamp Creek 250M below I 10L. 100 Gals/Min Flow 2.7 <0.1 0.1 12/7 Head of Bakers Creek Gorge 0.2 <0.1 <0.1

I Date: 14.12.83

Sb Pb As I P.P.M. P.P.M. P.P.M. Water Sample 4 30m down slope from catch dam 2.1 <0.1 <0.1 Water Sample S unrecorded 13.9 0.1 0.4 I Water Sample 10 near pipe outlet below EN road 10.3 0.1 0.6 I Water Sample 13 unrecorded 1.6 0.1 1.0 L I I 25. I Date: 6.11.87 Sb Pb As I P.P.M. P.P.M. P.P.M.

Sample 1 lOOm below L/lO Adit 8.20 <0.01 0.01 I 2 Inflow Four Mill Ck 0.10 <0.01 0.01 3 50m below I Tailings Dam 0.70 0.10 0.01 If 4 Inflow Bakers Creek 0.10 <0.01 0.01 I If 5 Bakers Creek Below Cos 47 0.01 <0.01 0.01 6 Bakers Creek Below Cooney Tunnel 0.70 <0.01 0.01 I 7 Bakers Creek Below Four Mile Ck 1.10 <0.01 0.01 " 9 Four Mile Creek I Above Bakers Ck .70 <0.01 0.01

Date: 14.9.87

I Sb Pb As P.P.M. P.P.M. P.P.M.

I 0.5 1.1 Bakers Ck Est flow 100 galls/mm Four Mile Ck Est 30 galls/mm 1 Swamp Ck Est 5galls/min

I Date: 16.12.88

As Sb Pb I Water Sample P.P.M. P.P.M. P.P.M.

I B/C Bridge 1 <1 <1 <1 F.H. Bridge 2 <1 <1 <1 F.H. Land 10 3 1 d <1 Below Catch dam 4 <1 <1 <1 I Down stream Cosmopolitan 5 <1 <1 <1 Sunlight CC Upstream of B/C 6 1 2 <1 50m below Sunlight level 5 7 1 2 <1 I 50m below L/Cooney 9 1 2 <1 Eleanora Dam 11 1 12 <1 I "Fresh dam 12 2 3 <1 I I I I I 26. I Date: 16.2.89 Sb Pb As I P.P.M. P.P.M. P.P.M. No. 13 Four Mile Creek downstream 2 <.01 1 I No. 14 Bakers Creek downstream 1 <.01 1 I I I I I I I I I I I I I I I I I I I I I I I I I MAIN REPORT FIGURES I I I I I I I I I I ------

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SEDIMENT

7TRAP2 /

PERIMETE BU ND MINE WATER TREATMENT POND No.2 SHAFT EXISTING P No.3 SHAFT / W No.1 SHAFT

INCH HOUSE No.4 VENT SHAF TIMBER STC

NAFTO DRILL cORE STORE JTIMBR STORE

WORKSHOP,STORE, No.8 VENT SHAFT CAR PARK CLUBROOM.LAMPROO O RE

CENTRA' LUTIONS BLOCK FRESHWATER TANKS \_.__ DIVERSION BANK WATER SUPPLY TANKS ESSOR HOU

MOUNT GPPS tJMITED COMET MINE, NSW

0 OO 200 LANT LAYOUT Figure 3.4 ------1-1 32

CF jo

81t ,490ta)8.8gJ 0~430ta)12.1g~ 2 5i6ta)11.3g LEVEL j L 38t L4 S4 °" "__ L 4 S L4 l ifl 4,420t a) 10.4g /1 05t a)5.7gjJ I LEVEL 4 /

f7 TTh1l2 7

/1 / I L6SI /1 / 012t 06.4g /LEVEL6 ) I

PROVEN AND PROBABLE 122,000t a)8.7 gAu/t RESERVES - to level 4

INDICATED RESOURCE 46,000t a)5.8 gAu/t

LEGEND MOUNT GIPPS LIMITED PHcO6 Percussion drill hoIe Omega drill holes Scale 1:2,500 COMET REEF DDCO22 Diamond drill hole ) 11 0 50 100 RV 20 Kratos drill hole * Bulk sample locality CONCEPTUAL M'NE DEVELOPMENT

02267 Sample locality and number metres (LONGITUDINAL SECTION IN PLANE OF LODE) rn Proposed mine development Feb. 19891in 3478 p zy Po Tn

I za \Thzü \ç j' 1791 '--- Out., rL I LEGEND tt o - -. Option! -Armidole route -hl -j ')' / A ) )) ç 4Taits -L--. q -- - 7- - - Option 2 - Chandler / Thorpleigh route — '/ vet—' roi& I - - ''> -f 31J 1 -. .7,; I Tuioch / Thorp/eigh route -- I Option 4 Short-cut route

Option 5 - Rockva/e I Srooks,de route - I RQD DA jr Eitoo I \ I - J: I073 10 36 £AN 7 ) I 77 - - - --- Tolarn- I - Z -- OU - : ;i-- I * - z T- I - -- he - •- - --- - -- -

-- .- V4 V - - 054-90 I 1 - - lO3 -

1 I HLLGv - L I - / - - - - L—din -

I —jr (:)a I 980 I'J , I ______; Kellys sar ae I 99 yelz

-I

I wipu TRANSPORT OPTIONS Figure 3-6 CONSULTANTS -

I - - DUAL ORE STOCKPILE AREA 50m o FUEL T ANKO

I I BIN STORE CRUSHER Li RECYCLED WATER TANK( U D E ELECTRICAL SEPTIC TANK W( S H 0 P FRESH WATER TANKQ C) I

C SUB-STATION

ORE STOR />

WORKSHOP

MILL FAINTS SHAFT THIOUREA PLANT

MILL CONTROL BUILDING

MOUNT GIPPS LIMITED -v X HILLGROVE, NSW UNUSED DAM PLANT LAYOUT 0 A

0 0 71 A May1959 N acO IFINE ORE BIN I GRINDING I CRUSHING I I LIME MINING > 1000 tonnes BALL MILL MINING -CRUSHING -GRINDING 1 L ADDITION 0 40tonnes/Pr I II2MiIIingShiftsI IOtonnes/hr H

[_1

LEACHING PULP CARBON AERATION CYANIDE TO ADSORPTION _ SCREENING GOLD EXTRACTION TWO TANKS ADDITION ______I TAILINGS i t FIVE TANKSL I TWO TANKS f DAM I

LOADED CARBON

GOLD RETRIEVAL

IPRETREATMENT1 ELUTION ADD SPENT I ACID WASH I ADD ADD ______CARBON REGENERATE I WATER WASH COOLING > CAUSTIC SODA WATER 30 HCI CARBON I a CYANIDE 110° C WATER 110°C [

SOLUTIONS MT. GIPPS LIMITED ELECTRO- I WINNING ELECTROLYTE1______COMET MINE ARMIDALE GOLD T1 TANK ST EEL WOOL C I GOLDLOADED PROCESS PLANT FLOW CHART CATHODE > STEELWOOL I

AuthorC.Robects, July1988 368 I

- FRESH I / WATER I \ DAM

-- STOCK I / POND ',610IF'o 1 P Tailings dam , extension / ç— Catch drain I (

I PROCESS 600 dic. Per/meter WA TER / divers/on tailings DAM poe distribution I line ELEANORA DAM I MILL TAIL INGS AREA. DAM Catch drain I DD Overflow p///way_ Decant III:I? bypass structure - cannei - -. -. - I co I SEEPAGE cic' _..------ . SA DAM P/ant extension Tailings -- ' LJnderdrain deilvery pipe / line 0 VERFLOW \ DAMNo./ I / / / / Overflow 9 4 \ drain I. I o 9G0 wa/er Return line Return % ¶ wa/er pump I OVERFLOW N Overflow DAM No. 2 ) / 0 V 10\c' ) Scc/e I: 2500 p /

LP]! PROPOSED WATER MANAGEMENT SCHEME Figure 3-9 CONSULTANTS p 75mm die. - 2x/00mm die, s/oiled s/oiled pipe pipe to RL 965 I to RL 968 /00mm die, tins/oiled pipe to RL 958 I 6x75mrn die. s/oiled pioe /00mm die, s/oiled /x/50rnin die. pipe to RL 956 I tins/oiled pipe I I /00mm die, end ROCKF/L L /50mm die. STARTER I tins/oiled pipe r 00 DAM I

I UNDERDRAINA GE S YS TEM N.T.S. I ROCKF/L L ROCKF/L L I FACING 6m FACING /2m ROCKF/L L - I FA CING TAILINGS I /2m FA C/NG PLAN C YCL 0NED TAILINGS (COARSE FRACTION) I SCALE I. 2500 /2rn

I ROCKF/L L 15 STARTER I DAM

EMBANKMENT SECT/ON - SECT/ON rA I

I uilpu EXISTING TAILINGS FACILITY Figure 3-10 CONSULTANTS I

-

I I I I I

COMET/NEAM I TAILINGS

16616400 ' 15m 5m

RL986 TAGE ,.;TT S

NEAM TAILINGS 95_,/? y Return water pump I PLAN SC.4LE/:2500 . C YCL ONED TAILINGS . :.. . I ( COARSE FRA C TION)

I S.... i

EMBANKMENT SECT/ON - SECT/ON I SCALE!: 500 I Iwipu DETAILS OF PROPOSED EXTENSION OF TAILINGS FACILITY Figure 3-I1 CONSULTANTS I I I I 300 I

I-' * 200 Evaporation I .0 I 0

N* /

100 I x * */ x•

I Rainfall I a I J F M A M J J A S 0 N 0 Month I,

I Legend:

x Mean monthly raInfall (mm) l Bureau of Metero/ogy (Arm/dale radio s/a//on 2A0) (C//ma//c Averages Australia, /988)

I * Mean monthly evaporation (mm) Lln/v-ers//y of New England, Arm/dale Means of seven years of observations from C/ass A Pan I 1 - I

I Wipu EVAPORATION AND RAINFALL Fiire 4-1.1 CONSULTANTS I - I 30 I I I -\ 20

I i • I I /0 I I - 0 I Ij F M A M J J A S 0 N I Mon/h I Mean monthly max/mum and rn/n/mum temperatures x ( c) I

I x Bureau of Meteorology (Arm/dole radio s/a/ion 2AD) I I I

Iwipu TEMPERATURE DATA Figure 4-1.2 CONSULTAWIS I I 5051) 5PEEI) SCALE IN cm/h - --

E 1Q 2Q 3Q OVEOI I 5.0 10.0 00.0 30.0 .40.0 40.0

tic

13.0

ol

ox

DIS1III1JT ION OF WINDIS II 000JLNCY OF 000UIIIIENCIi IN rICNNT I Comblriod 9 am and 3 pm Observations

ox

aos

ox

OXSTFIIBUTION OF WINOS FREQUENCY OF OCCURRENCE IN PERCENT 3 pm Oboorvat ions

ox

ox

Ow 1 40S IJIS1RIOUTION OF WINOS FREQUENCY OF OCCURRENCE IN PERCENT 9 am Observations

wipu WIND DATA - ARMIDALE Hçjure4-I.3 CONSULTANTS I SYMBOL : A B C D E F G AVERAGE RECURRENCE :1 2 5 10 20 50 100 I INTERVAL ( YEARS I I -4- 600 - -- I - -I------I------ - I- - 300 500 -- I 000-- 100 300-- -- - 300

I 200 200 I 100 ç .. 101) I ______50 40 I -__ 30 30

I 20

I LL I I 3 --_- ______1 I I I

510 611 100 200 300 10 2)1 311 1)1 120 2031 11011 72)1 I DURATION (mlnulos: M and hours: H)

I uJipu RAINFALL INTENSITY DATA - HILLGROVE Figure 4-1.4 CONStJLTANrS I § 97 1 £ § 100

22 54 it

'Alor Amic' - - -..

'83 70 3 Hoy VoI7 MI.G5 —

1049

/ A,x4r,, / . - 180 , Rvxvwvo / V '82 'as 9e I /2 Foqd 34 39

POY Re I,! 6 69 163

AlpjAAkwo \\\

\ 150

249 I ( IN '72 N 156 I / N 143 43 N

Q 10

1 R4TOS E7L

153 - / /

lot

/ 33 44 § / 99

L(SVIO ICMI I.000 MT GIPPS LIMITED r L.—.. a.. OCXVALE AREA a I • —

- - - I— -.J-- — — — — —a-- _ om c_ .,p go— WATER AND AQUATIC FAUNA S S.mai.,s SAMPLING LOCATIONS

Figure 4.2

000 I / FRESH I ) ,000/ I WATER DAM

STOCK POND — ----—/ Catch I % I I / draln \ 1 \ 'I "I 6OOd/a \ j divers/on \ I pipe ' RETURN / I WATER 75mm ' EL EANORA DAM Tailings DAM delivery - I/ne TAILINGS MILL / / AREA J DAM Catch drain / Spi/Iway Overflow bypass Decant 980 channel structure Bench \ A0° I drain ------ Return SEEPA GE Pipe water \DAM - I/ne Underdra/n / divers/onculvert \\ •. pipe 1 OVERFLOW 100mm DAM No. / Ii Tailings / del/very ' Overflow line .. - • 94 drain .

I / 90 0

\ Return 0 / I wa/er pump OVERFLOW Overu/ow DAM No.2

QQ I 0 U 0 I° I Scale I: 2500

WIpU EXISTING WATER MANAGEMENT Figure 4-3 CONSULTANTS I Scale I: /0000 winu LOCATION AND DISTRIBUTION OF SUB-CATCHMENTS Figure 4-4 I.

I - sz

( I I 1/ : I ; /7v

eT I a I ft/i7If5i L'

I All /

I

I

41 L

To Armidale

I

Legend. / I : Denotes house number 8 I _ _ rra norf route

I , Scale 50 000

I Wipu LOCATION OF HOUSES IN PROXIMITY TO TRANSPORT ROUTE Figure 5-! CONSULTANtS

I

Wa/er in slurry 203 700m3

I PU) 0 00 tC) to

I _ I FRESH WA TER TAILINGS I DAM PROCESS PROCESS DAM PLANT WATER POND Er) I H PU) 'I) - E 0 cr Co 00 0 ON.. Z3 Evaporation T /6/800m3 STO m / SEEPAGE UMUMP DAM I P______POND Rain /8300m3

L pn I

Recycle ELEANORA I PUMP 0 4/900rn3 DAM Recycle U DIVERS/ ON 31900m3 -{

• 0 High level overflow I 0/VERSION SUMP L o w level overflow

Evaporation I Recycle OVERFLOW 8250m3 DAM No. / Rain - 8600m3 0

0 Evaporation 0 I DAM No 2 Rain

I 0

YEARLY WATER BALANCE COMBINED OPERATION ( YEAR 4) Figure 6-I I WIpU CONSULTANTS

I I I I I I I I I I I U I I I I I

PROPOSED WATER QUALITY PREVIOUS WATER QUALITY MOM TO RING LOCATIONS I MONI TO RING LOCATIONS

I I WIU WATER QUALITY MONITORING LOCATIONS - EXISTING AND PROPOSED Figure 6-2 CONSULTANTS I I I I I I I I H I APPEN Dl CES FIGURES I I I I H I I I I I

JA

I 1/00 T7 : : 1 V - I 9 LEGEND - - Op/ion / - Armidole route

Op/ion 2 - Chandler / Thorpleigh route P 0_I I V V . \ V_ V ____ . • Lyndhtirst /Tu//och / Thorpleigh roule -- I IJAQ

Option 5 - Rockva/e / Srookside route •• •--

I 025 DAM H

,-1036 El - •V V - p--V • V I - ______I -0V117 I z. - I - / -- - 77 ± :; 7 - !1 :- LL )I I - I - - - -- jz si I - 1 ,L -_------ 7T 4 6 —' - -- - VJ H 12 H IL

20 I r _ H c -Th _ I - Plain /A

\V V _ VV VVV Mttz V V U V ' low I

Figure I Iwipu TRANSPORT OPTIONS CONSULTANTS I 1/50

I 1/00 - I E /050 I 1 /000

I 950 0 / 2 3 4 5 6 7 8 9 /0 II /2 /3 14 /5 I Distance (km) I IZQCI I I I I I I I I \. Access Rd -' I Gara River r Chandler Ra r-Pin/ Pot Bakers-1 i fritersedion I Creek Creek \e11Y'R) i /150 I 1 I I I I I I S/ope63% I I I E /100 t: I ,0 ____ /050 1 I I Slqp e 3.9% I /000 I /5 /6 /7 /8 /9 20 2/ 22 23 24 25 26 27 28 29 .30 3/ I Distance (km)

I WIpU LONGITUDINAL SECTION - ROCKVALE RD.-ARMIDALE TO ROCKVALE Figure 2 CONSULTANTS I /200

Thorpleigh Rd /150 Rockvc/e Rd P/nI P0/ ______Bakers Creek Chandler Rd I Creek Intersect/on I I I I I I I

I I I I

I Slope 3

/Slope 4.31%,

/000

950 0 / 2 3 4 5 6 7 8 9 /0 II /2 /3

Distance (km)

I LLilPU LONGITUDINAL SECTION - CHANDLER RD.-ROCKVALE RD. TO THORPLEIGH RD. Figure 3 CONSIJLTANrS

I I I - 1/50 I I Lyndhurst Rd Boundary' Tu/lo c/i Rd Valley-1 r Chandler Rd 8 Creek Tu//ock Rd I Intersection i Creek ln/erse c//on 1 I i Intersection I ______1/00 I - S/ope 4.5% I E / I /050 Slope { I I /000 I I - I 0 / 2 3 4 5 7 8 9 /0 II /2 /3 /4 Distance (km) I I

/150 I -Wo/lomombi 1-Ach,ll west i- Gra f/on Rd River Interse ct/on i 1/00 \\

I - Slope 4.8% pe3.7% /050 I I 7 I /000

950 /4 /5 /6 /7 /8 /9 20 2/ 22 23 24 25 26 27 I Distance (km)

I

I

I Uilpy LYNDHURST RD.-TULLOCH RD. / CHANDLER RD.-THORPLEIGH RD. Figure 4 CONSULTANTS LONGITUDINAL SECTION - I DflUSLS MARTIN & ASSOC Ply LTD EIS cc L

Enviromn.entai impact stten Propsd CoeUHiiiqrove qUId prd ct

EOrIOWCrS name Late 4

M€CO I I I I I I I I I 11 CLiGLAS N4R11N A. SSDC Ply LTD Environt ipt atet I FrQpGsed Cof/Hi1qrrv acid I I I I I I I I I I I