Cape Bridgewater Resort Town Planning Submission Report

17 December 2019 Revision 3 Job no: 15ME0212

Melbourne Office Bendigo Office Darwin Office Level 15, 28 Freshwater Place SOUTHBANK VIC 3006 L1 133 McCrae Street BENDIGO VIC 3550 82 Smith Street DARWIN NT 0800 www.irwinconsult.com.au t +613 9622 9700 [email protected] t +613 5442 6333 [email protected] t +618 8980 5900 [email protected] ABN 89 050 214 894 15ME0212-20191217-lrb-Cape Bridgewater Town Planning Report-03.docx EJ 17/12/19 | Page 1 of 19

Document Control Contents

Project Title: Cape Bridgewater Resort 1 Executive Summary ...... 4 Project No: 15ME0212 General ...... 4 Revision Date File name 15ME0212-20191112-lrb-Cape Bridgewater Town Planning Report-01 .docx Authority Agreements ...... 4 Description Preliminary Issue Prepared Checked Approved 2 Introduction ...... 4 1 15 Nov 2019 Initial LRB, DW6, , DP1 TM PHG General ...... 4 Date 15/11/2019 15/11/2019 15/11/2019 Title & Subdivision ...... 4 File name 15ME0212-20191122-lrb-Cape Bridgewater Town Planning Report-02.docx Site Infrastructure...... 4 Description TP Submission Summary ...... 4 2 22 Nov 2019 Prepared Checked Approved Initial LRB, DW6, DP1 TMC PHG Clarifications ...... 4 Date 22/11/2019 3 Hydraulic Services ...... 5 File name Authority infrastructure ...... 5 Description 15ME0212-20191217-lrb-Cape Bridgewater Town Planning Report-03.doc.x Site Sewer and Water Infrastructure ...... 5 3 17 Dec 2019 Prepared Checked Approved Authorities ...... 5 Initial LRB, DW6,DP1 TM PHG Date 17/12/2019 Water Supply ...... 5 File name Rainwater Harvesting and Reuse ...... 6

Description Sewer and Waste Water ...... 6 Prepared Checked Approved Trade Waste ...... 6 Initial Date Hot Water Service ...... 6 File name 4 Fire Services ...... 6 Description General ...... 6 Prepared Checked Approved Building Surveyor ...... 6 Initial Fire Authority ...... 7 Fire Engineer ...... 7 Date Authority infrastructure ...... 7 Site Wet Fire Infrastructure ...... 7 Fire Bridge Booster ...... 7 Fire Pumps ...... 7 Fire Tanks ...... 7 Automatic Sprinkler System ...... 7 Fire Hydrants ...... 7 Fire Hose Reels ...... 7 Site Dry Fire Infrastructure ...... 7 Irwinconsult has prepared this report with the following conditions: Fire Detection System ...... 7 . The report may only be used by the client for the purpose for which it was commissioned. Emergency Warning and Intercommunication System (EWIS) ...... 7 . The report may only be reproduced in full. Portable Fire Extinguishers / Fire Blankets ...... 7 . The report shall not be considered as relieving any other party of their responsibilities, liabilities or contractual obligations. . The report addresses the engineering disciplines noted within only. 5 Electrical Services ...... 8 . The report does not address the presence of asbestos or other contaminative materials. General ...... 8 Site Electrical Infrastructure ...... 8 Solar PV Arrangement ...... 8 Biofuel Generators and Fuel Tank Arrangement ...... 8

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Proposed Resort - Electrical Services...... 8 Superstructure ...... 12 Internal infrastructure ...... 8 Wall Construction ...... 13 Lighting ...... 8 Lighting Control System ...... 9 Tunnel ...... 13 Emergency & Exit Lighting ...... 9 General Power ...... 9 Communications Systems ...... 9 10 Appendices ...... 13 Security & CCTV ...... 9 Appendix A Site Services Infrastructure Plan ......

Proposed Hotel Guest Rooms – Electrical Services ...... 9 Appendix B RMCG Wastewater concept for Cape Bridgewater Report ...... Proposed Resort Villas – Electrical Services ...... 9 Appendix C Report Acceptance for Waste Water Generation and Treatment...... 6 Mechanical Services ...... 10 Appendix D EarthEon Report ...... th General ...... 10 Appendix E Wannon Water correspondence (dated 28 October 2019) ...... Proposed Hotel - Mechanical Services ...... 10 Appendix F Borelogs ......

Proposed Resort Villas – Mechanical Services ...... 10

Heat Rejection System ...... 10 7 Civil Engineering ...... 11 General ...... 11 Site Stormwater ...... 11 Legal Point of Discharge ...... 11 On Site Detention ...... 11 Stormwater Harvesting ...... 11 Stormwater Quality and Water Sensitive Urban Design ...... 11

Geotechnical related ...... 11 Investigations ...... 11

Earthworks ...... 11 8 Waste Management ...... 11 General ...... 11 Waste Avoidance ...... 11 Waste Stream Separation ...... 11 Infrastructure & Systems ...... 12 Disposal Facilities ...... 12 Collection ...... 12

9 Structural ...... 12 Geology ...... 12 Excavations ...... 12 Foundations ...... 12 Villas ...... 12 Hotel and Lodges ...... 12 Carpark and Ancillary Plant Buildings ...... 12 Restaurant ...... 12

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1 Executive Summary In addition, onsite power generation will be provided utilising bio fuel generation and photovoltaics. Further sections within this report provide detailed assessment.

General Summary The following updated report outlines the availability of authority infrastructure services to the site and provides a Our investigation and analysis identifies that the development can meet the Shire and Agency requirements under the concept design for the proposed resort development. Health and Wellbeing Act 2008 and the Environmental Protection Act 1970 with respect to water supply and effluent disposal. This report details our discussions with the following authorities and our assessments of the engineering provisions required to support the project. An analysis by RMCG on wastewater Management is attached (refer Appendix B) which outlines the principles for a compliant system. This report was peer reviewed by GHD and their letter of acceptance follows and is also attached Authorities consulted: (refer Appendix C). . EPA . CFA Water supply from borewater is the norm in the region and a desk top study on the likely bore depth and water quality has been undertaken by EarthEon (refer Appendix D) . The study concludes that water quantity can be achieved and . Wannon Water, including GHD peer review that its quality will be adequate to be treated to a potable standard as outlined in section 3.4 of this report. . Southern Regional Water . PowerCor (CitiPower) Our further analysis for Fire Services, Electrical Services, Energy Production, Waste Management as well as . Shire of Glenelg Geotechnical, Civil and Structural Engineering all identify appropriate design solutions and outcomes for the development.

Authority Agreements Clarifications . GHD Peer Reivew (Appendix C) Irwinconsult releases this report subject to the following conditions and qualifications. . EPA comments within RMCG report (Appendix B) . This report shall only be used for the purpose for which it was commissioned and in accordance with the . Wannon Water (Appendix E) corresponding Irwinconsult Conditions of Engagement.

. This report shall only be reproduced in full. 2 Introduction . This report shall not be considered as relieving any other party of their responsibilities, liabilities nor contractual obligations. General Irwinconsult have been engaged to review the availability of authority infrastructure service to the site and provide advice for the Town Planning Scope. The intent is to develop the site with minimal or no connection to the public infrastructure.

This report considers the disciplines of: . Hydraulic Services including water and waste water . Fire Protection Services . Electrical Services . Mechanical Services . Civil Services . Waste Management . Structural

This report responds to the master site plan as issued by Spowers Architects.

Our Site Services Infrastructure Plan is attached as Appendix A.

Title & Subdivision The following report details our servicing infrastructure assessment based on the proposed facilities as shown on the architectural concept drawings. We understand the site title will be will be maintained as per the current arrangement. No further subdivision is proposed or title arrangement change from our current understanding.

Site Infrastructure This report details the infrastructure to support the proposed development.

As there are no sewer or water supplies to the site, bore water and on site wastewater treatment will be provided. These systems will meet all legislative requirements of the controlling authorities. Further sections within this report provide detailed assessment for each system.

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3 Hydraulic Services Authority infrastructure Irwinconsult have carried out a Dial Before You Dig investigation for authority assets within the site area. This indicated that there are no Wannon Water assets in the area. The water supply and sewer will be standalone systems.

We have contacted Wannon Water regarding any servicing requirements they may have for the project. Their response acknowledged the above and noted that trade waste requirements should meet Wannon Water and EPA expectations; this will include grease trap capacity and disposal of sewer treatment plant sludge. Refer correspondence from Wannon Water dated 28th October 2019 (refer Appendix E).

Site Sewer and Water Infrastructure The development site is remote from the Wannon Water sewer and water supply networks and therefore will have standalone hydraulic systems. This will include the following:

. Onsite Bore Water . Rainwater Harvesting . Water Treatment (Bore to Potable Water) . Onsite Water Storage . Chlorination Plant . Sewer Treatment Plant . Grease Traps . Onsite Treated Waste Water Wet Weather Storage . Drip Irrigation for Treated Waste Water . Garden Irrigation System

Authorities Discussions have been had with authorities to determine requirements for this project. These include: . Wannon Water (WW); Refer to email dated 28th October 2019 – Mr Corey Grapentin (refer Appendix E) . Southern Rural Water (SRW) – Verbal Conversation 4th November 2019– Ms Lynda Hardy . Environmental Protection Authority (EPA) – RMCG Report Appendix No 1 (refer Appendix B)

Water Supply As there is no reticulated potable water supply available to the site, the site water supply will utilise both treated rainwater and treated bore water to potable standard.

As assessment of the potable water demand for the site has been calculated to be in the order of 36,700 litres per day. (13,395ML/Annum).

A desktop study has been completed by EarthEon Hydrogeologists. This predicts suitable water quantity and quality will be available in one of the regional aquifers (refer Appendix D).

An application for a licence to construct a bore has been lodged with Southern Rural Water (SRW). Discussions with SRW are consistent with the EarthEon advice and confirm that local bores in the area are at approximately 30m depth and are used for domestic residential and stock purposes. Water allocations for the 30m depth are no longer available therefore SRW advice is that the bore depth for the site will be between 80m to 100m into the limestone.

SRW also foresee no issues with the approval process and a test bore will be drilled to establish yield and water quality. The water samples will be analysed to determine the appropriate treatment necessary to produce potable water to meet Australian Drinking Water Guidelines (ADWG).

Following planning approval and completion of the bore and water quality analysis confirming suitability for use, an application will be made to SRW for transfer of a water licence from current water licence owners. SRW advised that they will assist with this process.

Testing of water quality will continue on a monthly basis from installation to establish any seasonal adjustments so that the water treatment can be confirmed to produce water to ADWG standards for the production of Potable Water.

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The potable water treatment plant is expected to consist of: Refer to Appendix B for the detailed RMCG report for waste Water Generation and Treatment. . Automatic sediment removal system – media type filtration system with high performance glass media and auto control valve (suspended solids including iron reduction) A peer review has been conducted by GHD (Mark Trickey) and they have endorsed the report.(refer Appendix C) . Water softener system – iron exchange type regenerative system (hardness and iron reduction) . Granular activated carbon system – media type system with GAC and auto control valve (colour, organics Trade Waste reduction including RO membrane protection) Grease traps will be provided for the treatment of waste water generated from the kitchen areas prior to discharge to . Reverse osmosis system – automatic membrane type RO system (Conductivity, TDS reduction including the site sewer drainage system. other metals, chemicals and physical disinfection barrier) . Chlorination system recirculated through treated water storage tanks It is anticipated that a grease trap in the order of 5,000 litres will be required for the main kitchen and a 2,000 litre grease trap for the Restaurant will be required. Capacities of the grease traps will be confirmed with Wannon Water In addition to bore water use, rainwater will be collected from the roofs for potable water use. The rainwater will be the during the detail design phase of the project. priority supply to meet demand prior to bore water production. (Refer section 3.4.1) During the design phase, a Trade Waste Application will be lodged with Wannon Water for approval and confirmation The treated rainwater and bore water having undergone treatment will be stored in potable water tanks that will have of the final capacities. Capacities are based on both seating numbers and numbers of kitchen fixtures therefore sufficient capacity for 4 days supply. The tank capacity will be in the order of 150kL. finalisation will be undertaken during detail design.

A variable speed pressurised pump set will distribute the water around the site to all buildings to service fixtures and equipment. Hot Water Service

As the main hotel building has been designed as a series of independent buildings, separate hot water systems will Rainwater Harvesting and Reuse be provided for each of these and for the restaurant and each villa. A rainwater harvesting and reuse system will be provided as the initial supply of water use prior to the use of bore water. The hot water systems will comprise of heat pumps of various sizes to meet the hot water demand.

Assessment of rainwater harvesting for the site has been undertaken utilising MUSIC modelling software. Heat pumps for the Villas will utilise R32 refrigerant gas whilst the hotel buildings will adopt heat pumps utilising CO2 Assessment of the demand and catchment options indicate the most effective tank capacity to be 200kL. gas. All heat pumps will be located in areas where they cannot be viewed and do not created any acoustic nuisance.

The rainwater will be stored in an underground concrete tank with the treatment plant located in the hydraulic plant Hot water ring main circulation systems will be provided for each hot water system so that water is available on room. The filtration system will consist of a series of automatic backwash filters to achieve 1 micron filtration level and demand at each fixture; minimising wait times and water wastage. will incorporate UV filtration prior to its water storage.

The results and assumptions are as follows: . Annual average of 80% occupancy 4 Fire Services . Roof area from main hotel building: 4800 m2 General . Daily demand 36.7kL The report covers the following services: . Annual rainwater runoff available 3170kL . Water Supply.

. Fire Service Booster. Music Modelling Rainwater Tank Results . Fire Hydrant System. Tank size (kL) % Rainwater % Rainwater . Fire Hose Reel System. Utilised for overflow . Fire Pumps. Demand 200 23.3 1 . Fire Tanks. . Automatic Fire Sprinklers. From the results shown above a 200kL rainwater tank will provide rainwater to meet approximately 23% of the site . Fire Panels and Fire Alarm Connection. demand, whilst significantly reducing rainwater overflow of stormwater from roof areas. . Smoke Detection and Smoke Alarms.

There is no permit required by Southern Rural Water for the harvesting and use of rainwater. . Emergency Warning and Intercommunication System (EWIS) . Portable Fire Extinguisher / Fire Blankets Sewer and Waste Water . Irrigated 25m buffer in bushfire set back zones as outlined in SCBC report. A wastewater treatment plant will be provided to treat, store, and dispose of all onsite wastewater generation. As the production of waste water will exceed 5,000 litres per day, EPA Works Approval is required to treat and manage the This report is based on the deemed to satisfy (DTS) provisions of the building code of Australia (BCA), Victoria building waste water treatment and disposal on site. regulations.

RMCG Environmental Consulting have been engaged to establish the wastewater production volumes, suitable Major fire equipment (i.e. FIP / EWIS / Fire Pumps / Fire Tanks / Sprinkler Control Valve Room) will be provided in treatment, storage, disposal on site, sludge management and plant management for ongoing operations of the plant. accordance with the NCC and CFA requirements.

They have provided advice for a feasible design outcome for waste water treatment, storage and disposal including a land capability assessment for onsite disposal of treated effluent. The works approval process and application to the Building Surveyor EPA under their changing regulatory requirements is also described. The works approval process will follow Town Any alternative solutions for fire protection will need to be established by the building surveyor in conjunction with the Planning. fire engineer when appointed for the design.

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Fire Authority Fire Hydrants The fire authority is Country Fire Authority (CFA). It is proposed to provide Fire Hydrants throughout in accordance to AS2419. There will be combination of pressure boosted external and internal fire hydrants. As there is no reticulated water supply to the site, static water storage tanks with the capacity of 4 hrs water supply for fire hydrants and 1hr water supply for fire sprinklers. Total volume will be 350KL effective storage capacity within 2 No Fire Hose Reels tanks. Fire Hose Reels to be in accordance to AS2441. Fire hose reels are required to be located no more than 4m from building exits and fire escapes. Additional meetings will be held with the CFA during the detailed design phase however the design is expected to meet Deem to Satisfy requirements for the BCA and AS2419. Site Dry Fire Infrastructure The following site dry fire infrastructure are proposed: Regulation 129 application items will be determined once a BCA report for the site becomes available during the design phase of the project. . Fire Detection System . Emergency Warning and Intercommunication System (EWIS) Fire Engineer . Smoke / Heat Alarms A Fire Engineer will be engaged in detailed design and any performance based solutions will need to be provided with . Portable fire extinguishers / fire blankets an FER which the fire service design will need to comply with. Fire Detection System Bushfire requirements have been assessed through the separate SCBC bushfire report. A Fire Indicator Panel (FIP) will be provided and will require two cabinets of same size to install required associated equipment. FIP to be located within the main entry of the hotel or as requested by the CFA. Clearance of 600mm each Authority infrastructure side and 1000mm in front (in addition of egress path) of the panel is required at all times for maintenance. The FIP has Refer to Hydraulics Section. A Grade III water supply is required for fire services. the fire brigade call-out equipment.

Site Wet Fire Infrastructure Additional fire detection cabling will be provided from the fire pump room and fire tanks to the main FIP. The following site wet fire infrastructure is proposed: . Fire Brigade Booster. AS1670 fire detection system will be provided throughout including all class 3 buildings (serviced apartments and the like). Other accommodation areas not class 3 (or as instructed by the building surveyor / fire engineer) may be provided . Combined fire hydrant / fire hose reel and automatic sprinkler system fire pumps. with AS3786 smoke / heat alarm. . 350 KL total effective fire water storage tanks within 2 No tanks. . Automatic sprinkler valves located at each required building feed off the fire service ring main. Emergency Warning and Intercommunication System (EWIS) . Automatic sprinkler system throughout expect areas where not required by code. (Building Surveyor to confirm). An EWIS system complying with AS1670.4 will be provided throughout. . Fire Hydrant System throughout. The Emergency Warning System (EWS) will require two cabinets of same size to be installed for the required associated . Fire Hose Reel throughout the non-accommodation areas. equipment. Total of two cabinets. To be located within the main entry of the hotel or as requested by the CFA. Clearance . 150mm diameter fire service ring main. of 600mm each side and 1000mm in front (in addition of egress path) of the panel is required at all times for . Landscape sprinklers in bushfire setback zone. maintenance.

Fire Bridge Booster Portable Fire Extinguishers / Fire Blankets To be provided in accordance to AS2419. Location proposed is northwest of the main building adjacent to the main Portable fire extinguishers / fire blankets are to be provided throughout in accordance to Building Code of Australia entry to the building as shown on the site services Infrastructure Plan (refer Appendix A). Final location to will be (BCA) and AS2444. approved by CFA.

Fire Pumps Two (2) fire pumps (diesel and electric) will be provided in accordance to AS2941 to serve the Fire Hydrant / Fire Hose Reel and Automatic Sprinkler System. A Fire pump room will also be provided.

Fire Tanks Two firewater storage tanks providing 4hrs fire hydrant supply and 1hr Sprinkler supply are located adjacent to the fire pump room within the underground carpark. Final location to be approved by CFA. Final size of the tanks will be determined once a fire engineer is engaged and after further discussions with the CFA.

Automatic Sprinkler System Automatic Fire Sprinklers are proposed throughout in accordance to AS2118.1 – 1999. Building surveyor / fire engineer to confirm areas that will not require sprinklers.

Sprinkler valves will be fed off the site wide fire services ring main. Sprinkler valves will be located externally or internally provided they have direct access to open road or space. Final location to be approved by CFA.

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5 Electrical Services Biofuel Generators and Fuel Tank Arrangement Biodiesel is a high-performance CI fuel made from animal fats, vegetable oils or greases (FOG`s) and can be General interchanged for diesel with minimum changes to an engine, Biodiesel is a renewable fuel which can claim large scale DBYD information and discussions with PowerCor (CitiPower) confirm there is no HV/LV infrastructure available in generation certificates (LGC) when used in power generation. Biodiesel is produced using small modular micro- the vicinity of the site. refineries making it possible to support regional industry or remote power stations. There will be a constant flow of waste streams to provide energy sources to be used in a biofuels generation An off grid electricity generating solution is proposed for the project, comprising a combination of standalone configuration which will be explored further in detailed design as these waste streams could offset the cost of renewable systems; Solar PV, Batteries and Biofuel generators. On-site generation of electricity through outsourced biofuels, and also would help offset the cost of waste management. decentralized systems, including standalone Biofuel generators and renewable energy sources (solar PV), combined with a high-performance, scalable energy storage system, makes microgrids a viable solution for the energy needs of Based on suitable volumes, the following waste streams initiatives can be investigated: the proposed development. . Used Cooking Oils (UCO) are used in the production of biodiesel which is a common feed stock in the production of biodiesel a direct replacement for mineral diesel, while the volumes will be low and not Battery storage will be provided with smart controls to perform daily cycles, shifting excess energy produced during economic for any onsite conversion it is proposed that any UCO produced onsite be clearly identified and the day, into the evening when it is needed most by the guests. shipped out to biodiesel micro refinery for conversion with the directive to have this biodiesel included in the fuel brought back to site. Site Electrical Infrastructure An indicative diversified maximum demand for the development is in the order of 788 kW (1220 Amps per Phase, 3 . Food wastes which will need to be managed to ensure the comfort of the guests and health obligations are Phase @ 0.9pf and 415VAC). met. In this process these waste streams can be directed to purpose built Anaerobic Digesters that will convert the waste into a high nutrient liquid and solid fertiliser and a high energy “Biomethane” that can be The maximum demand value is based on VA/m² rate allowances. The figures selected for these allowances are used to power onsite biofuel generators, onsite cooking or heating or sold offsite earning the site an income based on Irwniconsult’s prior experience with similar projects and recommended allowances from relevant standards that can offset the cost of waste management. and publications. The proposed site electrical infrastructure will consist of the following: . Solar PV Panels . The high lignon (Hard timber) green and brown waste like tree pruning’s, cardboards and other waste timber. . Storage Batteries These can be directed to a pyrolytic process where the solids are heated in the absence of oxygen to . Biofuel Generators produce biochar and synthetic biogas that can be sold or used as a fuel in onsite power generation. . Fuel Tanks Biodiesel or the blend of biodiesel and mineral diesel is the preferred fuel for the generators and strategies for This electricity generating and storage infrastructure will provide a 100% renewable energy supply to the proposed sourcing of locally produced biodiesel and waste collectors and farmers to ensure biodiesel is produced from development. The system shall be fully programmable complete with synchronised change-over (between solar, renewable sources will be developed in detailed design. generator and batteries with no loss of power), timed control, state of charge control etc. 4 x 250kVA biodiesel generators are proposed. These smaller synchronized generators provide a good option for Solar PV Arrangement supplementing load and solar tracking on site and offer redundancy within the system.

It is intended to maximise the Solar PV generation on site and supplement with Biofuel Generators. A biofuel storage tank with the capacity of 30,000 litres will be provided to ensure continuous run of generators on

site. A 30kL tank will provide enough capacity to carry the hotel through delays in delivery. The system will be Solar PV panels are available in a number of different sizes and capacities. For a development like this, a typical solar complete with pumps, tanks, level indicators, alarms, interfaces, external fillers and all equipment necessary. PV panel is rated at 360W output and is approx. 1.6m x 1.0m in size and weighs approximately 18.6kg. This installation would also require space between rows of panels to allow for access and maintenance purposes. The panels will be installed on roofs with the rows of panels spaced appropriately to prevent overshadowing between Proposed Resort - Electrical Services panels. Internal infrastructure Supply for the resort will be achieved via the combination of solar panels and Biofuel generators and terminated into a 462 panels of 360W will be arranged in flat (no tilt) portrait orientation on three roof spaces of the proposed buildings. new Main Switchboard located within the main switchroom. The main switchboard room is required to have 2no This will provide 166.3kW at peak capacity. Separated into three roofs (R1, R2, R3) see below escape doors on opposite side of the room for emergency escape compliance. . R1 - 28.8 kWp - 1 x 25 kW inverter . R2 - 47.52 kWp - 1 x 27 kW inverter & 1 x 12 kW inverter LV supplies will be run to service common areas, hotel rooms, back of house areas and essential services. . R3 - 90.72 kWp - 3 x 27kW inverter Unmetered supplies will be run to small retail, food and beverage outlets and the gym. This main switchboard will then feed a number of distribution boards strategically located in different areas of development and on multiple floor The Solar system will be provided with 100% battery storage, which will time-shift excess solar energy produced by levels. solar array. This minigrid setup allows the hotel to run its guest rooms and lodges off-grid using solar energy provided by battery storage. Energy storage coupled with PV allows the users to receive a stable supply of power to provide Lighting essential services to guests. Lighting throughout the Resort will be designed in accordance with AS/NZS 1680 and for maximum flexibility to suit the various intended uses of the different areas/ rooms. Additional roof top solar PVs shall be provided in flat arrangement on the roofs of villas to augment solar power generation on site. Final quantity of solar panels will vary based on final location and orientation of villa. Lighting will generally be comprised of energy efficient LED luminaires. LED drivers will typically be of the high frequency electronic type while luminaires will also be selected which are easily maintainable. Battery storage overcomes the mismatch between solar generation and demand. The battery storage will be provided with smart controls to perform daily cycles, shifting excess energy produced during the day, into the evening External lighting will be provided to the entrance areas and perimeter for safety, security and landscape features. when it is needed most by the guests. downward focussed external light for path/roadways will be provided for the purpose of amenity and security. This lighting will be tested to comply with AS4282 – Control of the obtrusive effects of outdoor lighting.

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Lighting Control System Proposed Hotel Guest Rooms – Electrical Services A lighting control and energy management system (LCS) will be provided to meet the requirements of the BCA and Supply for the hotel standard guestrooms will be via the Main Switchboard located within the main switchroom. A minimise energy consumption and unnecessary artificial lighting. The LCS will be provided with the following basic distribution board located on each level will be used to service lighting and power for all hotel rooms and common features proposed: areas across the floor. . Motion detector control of lighting; . Timer and sunset switch controls for external lighting; Proposed Resort Villas – Electrical Services . Daylight sensors to control interior lighting adjacent to windows receiving daylight Supply for the resort villas will be via Main Switchboard located within the main switch room. Each villa area will be separated into number of zones (up to 5-6no. villas per zone) with a dedicated distribution board for each zone. . Interface to security system for master controls of lighting (i.e. all off when building armed, all lights on when

intruder detected, etc.);

It is not proposed to use a networked lighting control system. Instead, a standalone system comprising of motion sensors will be provided to meet the requirements of the BCA.

Emergency & Exit Lighting Centrally monitored emergency and exit lighting will be provided throughout the Resort in accordance with AS/NZS 2293, the BCA and the building surveyor’s requirements. The exit signs will be of the pictograph (“walking man”) type.

General Power Power outlets will be provided throughout the building as per architect/interior designer intent and equipment details, also to suit audio visual requirements and supply to other services equipment and motorised architectural elements.

Three phase power outlets in public areas to be key lockable.

Floor boxes will be provided around the building as required, complete with power outlets.

Communications Systems

NBN infrastructure is available in the vicinity for proposed site via fixed wireless technology. A Standard NBN installation shall be used via fixed wireless, requiring a receiver to be connected with the nearest existing transmission tower in the Cape Bridgewater area. Further investigation will be required at detailed design stage to select a transmission tower and to ensure maximum allowable distance of 14km from the receiver and transmission tower at line of sight.

A communications room of dimensions 4m x 3m will be located within the Hotel building to allow for distribution of NBN to the hotel, villas and staff & maintenance facilities.

The communications cabling installation will be provided in accordance with the relevant requirements detailed in the appropriate Australian Standards and good design practice.

A CAT6A structured cabling solution will be provided for data and voice connectivity throughout the building, consisting of patch panels, RJ45/ 4 pair outlets, fixed horizontal cabling, patch and fly leads from a single manufacturer. Reference will be made to the preferred cabling vendors, eg TE, Commscope, Panduit, Siemon or Molex.

We note that the active data network design and configuration and the provision of the associated equipment (ie. servers, switches, routers, wireless access, UPS’s, PC’s printers, etc.), etc., will be implemented by the Hotel as appropriate.

Floor boxes will be provided as required in any areas with AV requirements such as the gallery.

The following systems will also be provided: . MATV . Hearing augmentation

Technical requirements for these systems will be provided as the design develops.

Security & CCTV Access Control and Intruder Detection The Hotel’s preferred security services provider will be engaged to install a security system throughout the area.

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6 Mechanical Services Water Source Reversible Heat Pumps are designed to be mounted internally and would normally be located in a plantroom below the hotel carpark. The Closed circuit ground loops are located underground and therefore there is General no externally mounted plant. Distribution piping between the buildings and the in ground piping array will be buried in ground. Once the Closed circuit ground loop pipes are installed they have a 50 year warranty and an approximated The following section provides a brief outline of the proposed Mechanical Services systems associated with the Cape 200 year economic life cycle. Bridgewater Resort. The pieces of mechanical equipment that will be installed as part of this option will include the following items: . Multiple Water Source Reversible Heat Pumps with N+1 redundancy will be provided within an internal The Mechanical Services installation will be designed in accordance with the relevant requirements of NCC, the plantroom. These Reversible Heat Pumps will produce chilled water (for cooling) and heating hot water (for relevant Australian Standards, and the requirements of all authorities with jurisdiction over the works. heating) to be pumped throughout the buildings via a pump system. . The Reversible Heat Pumps are connected to the closed water circuit Heat Rejection Field in order to reject or Mechanical options that could be considered have been assessed against the following briefed building features extract heat from the earth. The field comprises multiple looped pipes inserted into the ground (approximately and/or design requirements: 90 in number and 6m apart depending on the depth of the holes and the final heating and cooling requirements). Condenser water pipe loops are connected in groups. Additional loops will be provided for  Mechanical Ventilation and for common areas; redundancy. Condenser water is pumped between the loops in the Heat Rejection Field to the Reversible Heat  Mixed mode ventilation for Hotel rooms; Pumps. The field needs to be located in ground that is exposed to rain or irrigation and not covered by  Each individual room provided with independent temperature control. buildings . The chilled and heating hot water generated by the Reversible Heat Pump is pumped into a chilled water buffer tank or a heating hot water buffer tank. The water is then pumped around the building as required. The water Proposed Hotel - Mechanical Services to each wing will be provided with isolation such that maintenance isolations can be carried out without  The base option comprises a Centralised High-efficiency Ground Source water-to-air ground source heat affecting the remainder of the facility. pump (GSHP) cooling system (see below).

Proposed Resort Villas – Mechanical Services  The base option for the Villas comprises Reverse Cycle Heat Recovery VRV/VRF system comprising of external outdoor condensers concealed from view and hearing at each villa.  Consideration will also be given to the inclusion of in-floor heating.  Highly energy efficient systems.

Heat Rejection System Ground Source Heating/Cooling This system involves a group of centrally located Water Source Reversible Heat Pumps providing chilled water (for cooling) and heating hot water (for heating) throughout the building via a pumped reticulation system. The reversible heat pumps are also connected to a Heat Rejection Field to reject or absorb heat from the earth. The field comprises multiple close looped pipes located in the ground to provide the heat rejection or absorption.

Ground Heat Rejection loops operate on the basis that below a certain depth underground the temperature is relatively constant year round and the COP (coefficient of performance) remains high year round.

The Ground Heat Rejection loops can be installed in a number of configurations. The most appropriate configurations for this development is a vertical loop collector arrangement. A horizontal or trench installed loop requires significant increase in ground surface area as compared to a vertical loop with the associated disturbance to the ground Ground Source Heating vegetation and is considered less suitable for this site. It is also understood that a high temperature aquifer exists, but at considerable depth. Provided all necessary approvals could be obtained and requirements satisfied, it is possible this resource could be used as a more efficient heating source. Key issues would be whether used water needs to be reinjected back into the aquifer (to prevent wastage) or whether this in turn is considered too great a risk to the aquifer itself as a drinking water supply. Further investigation will be carried out on this during the detailed design phases.

Ground Source Loop Configuration Options

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7 Civil Engineering 8 Waste Management General General The waste management strategy for the proposed Cape Bridgewater Resort is based on a ‘Zero Waste to Landfill’ The following section provides a brief outline of civil engineering relating to the proposed development including: approach. This will be achieved by setting primary focus on maximising waste avoidance and re-use initiatives across  General site stormwater works the development; followed closely by implementation of additional waste stream separation (i.e. organics, soft  Geotechnical plastics); with disposal to landfill being a last resort.  Earthworks Waste Avoidance Building rainwater and sewer services, and water cycle more generally, are covered within the hydraulic services Given the isolated location of the development, adopting a site-specific policy that embraces waste avoidance section. Access roads, carparking and other hard surfaces are covered within the traffic engineering and landscape initiatives, and reusable or low-impact products is an effective way to reduce the overall operational waste footprint. It reports. is necessary to avoid the flow of undesirable packaging materials entering the site and consider sourcing goods/products locally or producing them on-site if possible. Some viable solutions/initiatives that can be All civil works will be designed in accordance with Glenelg Shire Council’s Infrastructure Design Manual (IDM) and in implemented are detailed in the table below. compliance with all authorities with jurisdiction over the works. Avoidance/Reuse Methods Site Stormwater Legal Point of Discharge ITEMS/ACTIONS TO AVOID ALTERNATIVE SOLUTION Reusable coffee cups/mugs, where feasible. Given the natural site topography, two distinct catchments and discharge locations are proposed. Approximately half Takeaway/Single Use Coffee Cups the site, or 4.5 ha, falls towards Blowholes Road and will discharge via a detention basin/dam, and the other half Use bio-degradable alternatives towards the eastern site boundary. Straws Remove completely or provide upon request only (keep behind counter) Provide reusable water bottles (glass) and cups in guest rooms. On Site Detention Plastic Water Bottles Provide self-serve water stations in lobbies/foyers/dining spaces with The site is currently an open grazing paddock or encumbered with thick vegetation towards the ocean. There will be a reusable drinkware/glassware. roof area of approximately 0.8 ha and other impervious surfaces of 0.4 ha which concentrates runoff. Plastic Cups / Plates / Cutlery Reusable/washable cups, crockery and cutlery. Paper Napkins Use washable cloth napkins Using engineering software OSD4W and Swinburne method for the 5-year ARI post-development detention to 5-year Paper Towel (Washroom Amenities) Replace with hand dryers or washable hand towels ARI pre-development a permissible site discharge of 450 L/s was calculated. The required storage volume is 250 m3 Single Serve Packaged Condiments and will be provided within the extended detention zone of the dam adjacent to Blowholes Road. Replace with dispensers (i.e. Tomato Sauce, salt, sugar)

Individual Soaps and Shampoo Stormwater Harvesting Replace with soap/shampoo dispensers (i.e. large refillable pump packs) Bottles As outlined in the hydraulic services section, rainwater harvesting off the main building roofs is proposed. The dam Single use shower caps / sewing kits Provide to guests upon request only. will not provide any further harvesting. Give guest opportunity to choose if they need linen/towels washed to save

water. (i.e. hang towel vs. leave on floor) Stormwater Quality and Water Sensitive Urban Design Daily wash service of linen/towels Only wash sheets after guests have completed stay, or after 1 week of use, The development will be achieving best practice stormwater quality objectives of the planning scheme and IDM. All or upon guest request only. roof rainwater will be reused, and all ground surface stormwater is buffered by swales and grassy areas before Outsourcing of fresh food (i.e. herbs, Grow produce on-site. discharging to the dam or natural watercourses. vegetables, fruit) Source from local farms nearby (low food miles). Polystyrene/cardboard packaged Employ suppliers that use reusable crate packaging for food and other Geotechnical related goods deliveries goods. Investigations Two boreholes have been drilled to better understand the soil strata underlying the development and particularly Additionally, benchmarking targets/goals can be set by the resort which can be published/advertised to keep surrounding the Blowholes Gallery and Experiential tunnel to the Degustation Restaurant. The findings of the drilling accountability towards the zero waste to landfill approach. are described in the Structural report and borelogs are attached at Appendix F. Waste Stream Separation Earthworks Emphasis on the separation of waste at source (i.e. source separation) enhances the quality and value of recycled A preliminary model for site earthworks was undertaken based on the proposed tunnel construction. The site works materials by producing a more homogenous, uncontaminated material streams. This not only reduces waste to were calculated to be in the order of 40,000 m3 cut and 20,000 m3 fill. landfill, but can result in more end market options and more revenue for these recyclable materials.

The surplus site cut will be retained on site and reused for the following purposes: To achieve zero waste to landfill outcome, further stream separation of items that typically end up in landfill will be  Rock will be crushed and utilised for road base, other pavement materials and as base for landscape mounds implemented throughout the development, including but not limited to the following streams: and beams. . Commingled Recycling  Clays will be utilised for rammed earth works and as a base for landscaping mounds and berms. . Organics (Food)  Sands and Topsoils will be stockpiled and reinstated at the end of works and for new landscaping mounds . Cardboard

. Glass . Soft Plastics . Cooking Oil (i.e. grease trap waste) . Garden Waste

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. Polystyrene Geology . Charity/Textiles (i.e. Linen) Two boreholes have been drilled on the site. The borelogs and core sample photographs are attached (refer . Hard/Bulky Waste (i.e. Mattresses) Appendix F). . E-waste (electronic waste) The boreholes show the upper strata comprise of sands and clayey-silty sands over highly weathered limestone rock . Secure Paper with extremely weathered lenses and facture planes. This is what was expected based on views of the exposed cliff faces. The rock quality improves with depth. Infrastructure & Systems Waste generated throughout the development will be managed through a combination of fixed Excavations infrastructure/equipment and collection systems. Excavations in the upper levels above the rock will be straightforward. Stable batters will be created for bulk excavation. Disposal Facilities Bin Stations Basement excavation in the upper rock will also be able to be completed with conventional bucket excavators and Throughout the facility it will be ensured that it is as easy to dispose of all recyclable waste streams as it is garbage limited rock breaking. (landfill). This will be achieved by ensuring the development is appropriately furnished with bin stations throughout the individual guest rooms, ancillary spaces and communal areas (i.e. dining) and facilities. At a minimum a commingled Near vertical cuts will be possible as depth increases. A more detailed investigation will identify local instabilities from recycling bin will be provided with every garbage bin throughout the development. Clear and descriptive signage is to fracture planes and sand lenses but these would be dealt with by rock bolting and shotcrete reinforcement where be appropriately displayed in combination with the bin stations to identify the segregation of waste streams and required. correct use of the bins. The Blowhole Gallery extends into more competent rock and excavation for if at depth may need some vertical coring The use of bin stations (see Figure 1) are highly recommended to encourage separation of recyclables. This system to the perimeter to define the edges for excavation to be undertaken with hydraulic breakers. incorporates the provision of multiple bins for different waste streams at central locations and common areas for ease of disposal. This system is beneficial as users are required to make a conscious decision as to which bin they place The tunnel will be addressed in a later section. their items in. This typically results in an increase in diversion from landfill. Foundations The use of bin stations also reduces the amount of locations cleaners are required to service throughout the Foundations will comprise the following types: development. Villas

On-Site Processing Raft slabs in sands or strip footings with timber framed floors on stumps/screwpiles. On-site processing will be considered for waste streams such as organics, cooking oil and garden waste. There are a few viable options available for on-site processing including: The choice will be determined by natural falls on each site and the floor level relative to surface level. . Composting: Food waste can be used as major feed source for compost system, which can in turn be applied on-site as appropriate (e.g.vegetable patch or garden bed fertilizer). Hotel and Lodges . Organics Digester: Digesters break down organic (food waste) using enzymes and expel it as grey water into Pads and strip footings in the deeper clayey sands or the extremely weathered rock. the sewer system via a grease trap. No other residual waste is produced, thus eliminating need for collection.

. Organics Dehydrator: Remove liquid from organic waste producing residual product which may be used as a Carpark and Ancillary Plant Buildings nutrient rich soil conditioner. Pads and strips as above. . Cooking Oil Recycling: Portable high precision oil purifier units can be used to filter and remove impurities from

used cooking oil. The remaining product can be used as bio-fuel or stockfeed for off-site facilities. Restaurant

Other on-site treatment processes such as baling, compacting, shredding/mulching and crushing can also be utilised Pads and strips in the EW/MW Rock with some rock anchors to enhance stability. on waste streams such as cardboard, soft plastics, garden waste and glass to reduce its storage volume prior to collection. These will be confirmed pending detailed review of waste systems required. Retention

Basement walls will consist of precast or AFS wall panels sitting on strip footings in as over excavation in the sand Collection layers. Waste collection arrangements will be directed via local waste contractors and/or recycling/sorting facilities. Where appropriate collection frequencies will be kept to a minimum, and consideration will be given for custom waste service(s) that has the ability to collect multiple streams in a single truck to reduce collection vehicle movements to Where basement walls extend into competent rock over excavation to permit tanking, waterstopping and subsoil and from the site. drainage will be adopted for habitable spaces.

The loading dock and waste storage areas have been reviewed and are acceptable. For the carpark tanking not be provided and a drained wet basement is proposed.

9 Structural Superstructure For the larger hotel and lodge buildings the main structure will be reinforced concrete supported on concrete columns The structural forms chosen respond to the site conditions, the architectural aesthetic and materiality, the and structural walls. environmental aspirations and the intent to maximise the use of local trades. Our summary of structures and foundations follows: In smaller lodges and accommodation timber upper floors will be adopted with appropriate fire and acoustic insulation.

Cape Bridgewater Resort 15ME0212-20191217-lrb-Cape Bridgewater Town Planning Report-03.docx Town Planning Submission Report EJ 17/12/19 Page 12 of 19

Page 12 of 19

Timber framing will be used in conjunction with steel for lightweight roofs with PV’s and greenroofs with lightweight 10 Appendices planting media.

Appendix A Site Services Infrastructure Plan Heavier roof structures with significant planting will be concrete as will the viewing platform at the top restaurant. Appendix B RMCG Wastewater concept for Cape Bridgewater Report

Wall Construction Appendix C Report Acceptance for Waste Water Generation and Treatment Non structural walls and facades will match architectural finishes and where secondary structure is required timber Appendix D EarthEon Report will be preferred with steel as necessary. Appendix E Wannon Water correspondence (dated 28th October 2019) Appendix F Borelogs Rammed Earth and Pisé construction can be self supporting when constructed with the right mix of site won cut and selected additives to bind and protect from erosion. Test “mixes” will be developed in the detailed design stage.

Tunnel The tunnel construction through the highly weathered limestone is feasible. Dock conditions along the alignment will vary and detailed close spaced investigation via boreholes and geophysical methods will be undertaken during detailed designs to inform which construction methodology is most appropriate.

The options for tunnel construction are . Drill and blast with rock bolts and shotcrete; or . Excavation and pick bucket in 1.2m advances with rock bolted shotcrete.

Both methods allow flexibility in tunnel shape and opportunities to expose high strength rock in sections.

The detailed investigation will identify caves and lenses to help inform the final alignment and methodology.

Construction via tunnelling to the face without surface excavation which would impact vegetation will be adopted. The depth of the tunnel as it approaches the restaurant can be increased if necessary to ensure it is constructed in competent rock.

The only disruption to the surface will occur within the footprint of the restaurant.

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Page 13 of 19

Appendix A Site Services Infrastructure Plan

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Page 14 of 19

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Appendix B RMCG Wastewater concept for Cape Bridgewater Report

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Page 15 of 19

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RE: Enquiry - is works approval required for my development?
  
 
  From: Approvals Applications To: Duncan Wallis   Date: 12/11/2019 11:17 AM

Hi Duncan

Please see the attached pathway application form, would you please fill this out and email back to [email protected].

As stated below by Huw:

An application would need to detail the treatment system, the reuse scheme, and be supported by a Land Capability Assessment.

If you can provide some additional information, such as location, if a planning permit been obtained, timeframes etc. I can provide some further advice.

Regards __ Mary Ross Administration Officer Development Assessments

Environment Protection Authority Victoria 181 William Street, Melbourne Victoria 3000 | DX 210082 0396952778 | E [email protected] | www.epa.vic.gov.au

We work flexibly at EPA. If I’m sending this message outside of normal business hours it’s because it suits me. There is no expectation that you will respond outside your working hours.

Follow us

A healthy environment that supports a liveable and prosperous Victoria, now and always.

EPA acknowledges the Traditional Owners and custodians of the land and we pay our respects to their Elders, past, present and emerging. We’re an inclusive workplace that embraces diversity in all its forms.

From: Duncan Wallis Sent: Tuesday, 12 November 2019 9:28 AM To: Huw Evans Cc: Approvals Applications Subject: Re: Enquiry - is works approval required for my development? &#$&$"
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Excellent thanks Huw. I am hoping someone can give me a call to discuss whether works approval and/or licensing is Location is Cape Bridgewater. required for my development. Planning application is due to be submitted this week. I have looked at the Environment Protection (Scheduled Premises) Regulations 2017, Timing is going to move quite quickly. Schedule 1 A03, but it is not clear to me. So, is our first step to submit a pathways form? I just need some direction on process so I can submit a costed proposal to the client. They want RMCG to Summary of proposed development: manage the EPA approvals. Thanks Restaurant and cabins - sewage generated 33kL/day. Duncan Onsite treatment ---- Onsite irrigation - maximum 80kL/d in summer. Duncan Wallis RMCG Thanks Phone 0429 145 169 Duncan -----

On 12 Nov 2019, at 8:56 am, works.approvals wrote: Duncan Wallis ASSOCIATE

Hi Duncan,

Our inbox for these types of enquiries is [email protected]

Based on in the information in your email below, a works approval or an assessed exemption from works approval is required prior to commencing works as an A03 Scheduled Premises (Sewage treatment): Treating, discharging, or depositing sewage with a design or actual flow rate of 5,000 L/day 135 Mollison Street, Bendigo, Victoria 3550 0429 145 169 — (03) 5441 4821 — rmcg.com.au A licence would not be required if the design or actual flow rate is less than 100,000 L/day and discharging and depositing waste solely to land with specifications acceptable to the Authority. The specifications acceptable to the Authority is a wastewater treatment and reuse scheme that complies with EPA publication no. 464.2 Guidelines for Environmental Management: Use of Reclaimed Water This message contains confidential information and is intended only for the addressees. If https://www.epa.vic.gov.au/about-epa/publications/464-2 you are not the named addressee you should not disseminate, distribute or copy this email. Please consider the environment before printing. An application would need to detail the treatment system, the reuse scheme, and be supported by a Land Capability Assessment. This email (and any attachments) is for the intended recipient only and may contain privileged, confidential or copyright information. If you are not the intended recipient, any use of this email If you can provide some additional information, such as location, if a planning permit been obtained, is prohibited, please notify the sender immediately or contact us on 1300 372 842 (1300 EPA timeframes etc. I can provide some further advice. VIC), or [email protected] and delete the original. EPA does not warrant that this email or any attachments are error or virus free and accepts no liability for computer viruses, data Kind regards, corruption, delay or interruption, unauthorised access or use. Any personal information in this

Huw Evans e-mail must be handled in accordance with the Privacy and Data Protection Act 2014 (Vic). Project Manager This email (and any attachments) is for the intended recipient only and may contain privileged, confidential or copyright Development Assessments information. If you are not the intended recipient, any use of this email is prohibited, please notify the sender immediately or contact us on 1300 372 842 (1300 EPA VIC), or [email protected] and delete the original. EPA does not warrant that this Environment Protection Authority Victoria 200 Victoria Street, Carlton VIC 3053 | GPO Box 4395, Melbourne VIC 3001 | DX 210082 email or any attachments are error or virus free and accepts no liability for computer viruses, data corruption, delay or P 0396952943 | E [email protected] | www.epa.vic.gov.au interruption, unauthorised access or use. Any personal information in this e-mail must be handled in accordance with the Privacy and Data Protection Act 2014 (Vic). From: Duncan Wallis Sent: Thursday, November 7, 2019 2:32 PM Attachments: To: works.approvals Subject: Enquiry - is works approval required for my development? EPA-Approvals-Pathway-Form.docx

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Appendix C Report Acceptance for Waste Water Generation and Treatment

Cape Bridgewater Resort 15ME0212-20191217-lrb-Cape Bridgewater Town Planning Report-03.docx Town Planning Submission Report EJ 17/12/19 Page 16 of 19

Page 16 of 19

21 November 2019

Phil Gardiner Our ref: 315 : 12510122

Irwinconsult Level 3, 289 Wellington Parade South East Melbourne VIC 3002

Dear Phil

RMCG Wastewater concept for Cape Bridgewater development GHD review GHD has undertaken a review of the report “Wastewater management concept for Cape Bridgewater development”, RMCG (20 November 2019). Based on this review the proposed wastewater management concept appears reasonable. If you have any further questions please contact the undersigned.

Regards GHD Ptyy Ltd

MMarkkT Trickeyi k Business Group Leader - Water Technology, Victoria +61 3 8687 8260

Appendix D EarthEon Report

Cape Bridgewater Resort 15ME0212-20191217-lrb-Cape Bridgewater Town Planning Report-03.docx Town Planning Submission Report EJ 17/12/19 Page 17 of 19

Page 17 of 19

EarthEon Pty Ltd

ACN 120 654 677 ABN 28 120 654 677 Contents

12 Thomas Street, Williamstown VIC 3016 1 Introduction ...... 1 1.1 Background ...... 1 1.2 Objective ...... 1

1.3 Scope ...... 1 2 Project Setting ...... 2

2.1 Regional Setting ...... 2

2.2 Surface Water ...... 3

2.3 Rainfall/Climate ...... 3

3 Hydrogeology ...... 4 3.1 Regional Geology...... 4 Cape Bridgewater Desktop Groundwater 3.2 Regional Hydrogeology ...... 4 3.3 Groundwater Bore Database Search ...... 5 Study 3.4 Groundwater Salinity ...... 6 4 Groundwater Potential ...... 8 4.1 Overview ...... 8 4.2 Basalt and scoria aquifer (Target 1) ...... 8 4.3 Limestone Aquifer (Target 2) ...... 8 4.4 Deep Sand Aquifer (Target 3) ...... 8 4.5 Groundwater salinity ...... 9 5 Licensing Requirements ...... 10 5.1 Overview ...... 10 5.2 Unincorporated area (Target 1) ...... 10 5.3 South West Limestone Groundwater Management Area (Target 2) ...... 10 5.4 Portland Groundwater Management Area (Target 3) ...... 11 6 Conclusion ...... 13 7 References ...... 14

Figures IrwinConsult Pty Ltd Figure 1. Regional project setting...... 2 Figure 2. Aerial photo of the site ...... 2 Figure 3 Long-term mean monthly rainfall ...... 3 Date: 21 November 2019 Figure 4. Local geology...... 4 Figure 5. Groundwater salinity of the water table aquifer system ...... 7 Figure 6. Groundwater salinity of the UMTA (Port Campbell Limestone) ...... 7 Reference: IC001 Figure 7. Schematic diagram of the area around the subject property ...... 8 Figure 8. South West Limestone GMA...... 11 Figure 9. Portland GMA ...... 12

Mt Rose, Cape Bridgewater Groundwater Supply Feasibility Preliminary Report Page ii

EarthEon Pty Ltd EarthEon Pty Ltd

2 Project Setting 1 Introduction 2.1 Regional Setting The proposed hotel development located on the Blowholes Road, Cape Bridgewater EarthEon Pty Ltd (EarthEon) was engaged by IrwinConsult to undertake a Desktop (SPI 1\PS500866), immediately south of Cape Bridgewater Village. The property is set over Groundwater Study for a development at Cape Bridgewater (proposal dated 19 September 10 Ha cleared pasture with remnant native vegetation on eastern end of the site. The site 2019). ranges form approximately 20 to 60 mAHD, sloping from west to east where the site adjoins the Victorian coastline (Figures 1 & 2). 1.1 Background IrwinConsult are designing a hotel development located on the Blowholes Road, Cape Bridgewater (SPI 1\PS500866). The property is set over 10 Ha cleared pasture. IrwinConsult is interested in the potential to supply the development with 37 kl/d of groundwater (13.5 ML/yr). 1.2 Objective The objective of desktop study is to briefly describe the local hydrogeology, identify potential groundwater resources at the property and outline regulatory controls of groundwater access. 1.3 Scope The scope of the preliminary desktop study includes: 1. Description of Geology and Hydrogeology of the property (type of aquifers, depths, etc) based various databases and hydrogeological reports that exist in the area. 2. Estimate of potential groundwater yield (bore flow rates) 3. Estimate groundwater quality (particularly salinity). 4. Outline Regulatory status of groundwater resources (Groundwater Management Area, allowable extraction volumes/caps, licencing requirements, etc). 2 km

Figure 1. Regional project setting. The background image is a digital elevation model (ranging from 0- 100 mAHD) with the approximate location of the subject property shown in red.

Figure 2. Aerial photo of the site (red) showing the surrounding agricultural land, remnant native vegetation and Cape Bridgewater Village (source: Google).

Cape Bridgewater Desktop Groundwater Study Page 1 Cape Bridgewater Desktop Groundwater Study Page 2 EarthEon Pty Ltd EarthEon Pty Ltd

2.2 Surface Water 3 Hydrogeology Surface water drains across the site via overland flow from west to east discharging directly to the Southern Ocean. There are not permanent natural water bodies near the site. 3.1 Regional Geology

The property is located within the central onshore, deep part of the Otway Basin where 2.3 Rainfall/Climate Cenozoic sediments (and volcanics) are greater >1,500 m thick. The sediments range from clay, silt and sand to extensive thicknesses of marine marly and limestone. Locally, Cape The climate of the Cape Bridgewater region is temperate with mean daily temperatures o o Bridgewater (Figure 5) is formed by a sequence of Pliocene volcanic features (basalt and ranging from 13.1 to 23.1 C in summer to 6.5 to 13.6 C in winter. Long-term average annual scoria) together with the Pleistocene Bridgewater Formation (aeolian calcarenite). rainfall at Portland (Bureau of Meteorology Station No. 90070) is 835 mm. Rainfall varies throughout the year and is highest from late autumn to spring as shown (Figure 6). Potential evaporation rates show an inverse pattern and much higher in summer (average pan evaporation of 355 mm in January) than winter (average pan evaporation of 165 mm in June).

180

160

140

120

100 rainfall 80 evaporation 60

40

20 Mean montly rainfall and evaporation (mm) and evaporation rainfall montly Mean 0 Jan Feb Mar Apr May Jun Jul Aug Sep Oct Nov Dec

Figure 3 Long-term mean monthly rainfall at Portland (source: BOM, 2019) Figure 4. Local geology. Qa1 Unnanmed Quaternary sediments, Qm1 swamp deposits, Qxr Bridgewater Formation, Qms Scoria, Qn Newer Volcanics(source: GeoVic, 2019).

3.2 Regional Hydrogeology The Victorian Aquifer Framework (DSE, 2012a) divides and names aquifers (water bearing geological units) and aquitards (water restricting geological units) in a consistent manner across the State. Each particular Aquifer or Aquitard in turn consists of a geological unit specific to various locations across the State. A summary of the main Aquifers likely to be present at the site is presented below with the name of the geological unit also provided.

Cape Bridgewater Desktop Groundwater Study Page 3 Cape Bridgewater Desktop Groundwater Study Page 4 EarthEon Pty Ltd EarthEon Pty Ltd

Table 1: Summary hydrogeological units likely to occur at the site. Table 2: Summary information from bore database search

Vic Aquifer Unit Geological Unit Comments Parameter No. of bores Minimum Maximum Median Basalt occurs extensively over southwest Victoria and with data UTB Newer Volcanics scoria locally. They form important local aquifers. Depth (m) 64 3 190 32 Limestone occurs extensively over southwest Victoria (and Port Campbell South Australia). Significant groundwater extraction occurs Top of screen (m bgl) 36 2 61 21 UMTA Limestone from this aquifer for irrigation and stock and domestic purposes. Bottom of screen (m bgl) 36 8 85 42 A thick and extensive marl unit (marine clay) which forms Total dissolved solids (mg/L)* 40 510 2150 780 UMTD Gellibrand Marl an important aquitard (seal) between shallow and deep aquifers. Bore yield (l/sec) 41 0.2 16 1.2 A relatively thin unit consisting of interbebbed clay and fine- LMTA Clifton Formation m bgl = metres below ground level medium sand. Variably forms a useful aquifer. *TDS values calculated from recorded conductivity (uS/cm) values (cond. x 0.65) Narrawaturk Marl/ Mixed marl and clay units forming a locally important LMTD Mepunga Formation aquitard. Thick, extensive unit of clay, sand and gravel. Forms a Groundwater bore use is summarised in Table 2 with most bores either stock and domestic or Dilwyn Formation/ LTA large groundwater resource utilised for Portland’s town Mepunga Formation the use is unknown. water supply. Known to contain hot groundwater Table 3: Summary bore use of bore database search Bore Use No. of Bores 3.3 Groundwater Bore Database Search Stock, domestic 54 A search of the DELWP groundwater database showed that there are 70 bores located within 5 km of the site (http://data.water.vic.gov.au/monitoring.htm). A summary table of key bore Observation 1 information is provided in Table 1 which shows that bores relatively shallow (screened <85 m), Not known 15 typically produce variable yields (0.2 - 16 l/sec) and that groundwater is relatively fresh, with salinity ranging from 510 to 2,150 mg/L total dissolved solids (TDS).. Further discussion of groundwater salinity is provided in Section 3.4. Further groundwater quality considerations There are driller logs from 46 bores found in the database search. For the purposes of should be included in future assessments. summary, a count of geological terms was completed and is shown in Table 3. The summary shows that sand, sandstone, limestone, clay and basalt the dominant lithologies with smaller amounts of scoria. Table 4: Summary lithological descriptions from drillers’ logs

Lithology reported Database occurrences basalt 28 scoria 6 clay 33 sand 38 limestone 16 sandstone 29

3.4 Groundwater Salinity A map of groundwater salinity for the water table aquifer and underlying Port Campbell Limestone are presented in Figures 6 & 7 (DSE, 2012b). The maps indicate low (<1000 mg/L) to moderate (<3,500 mg/L) groundwater salinity around the site. This is reasonably consistent with the bore database analysis.

Cape Bridgewater Desktop Groundwater Study Page 5 Cape Bridgewater Desktop Groundwater Study Page 6 EarthEon Pty Ltd EarthEon Pty Ltd

4 Groundwater Potential 4.1 Overview Based on the review of existing data there are three areas of groundwater potential at the property; a shallow basalt (and scoria), a slightly deeper limestone aquifer and, for geothermal potential, a deep sand aquifer. 4.2 Basalt and scoria aquifer (Target 1) There is potential for screened in the basalt, and scoria if present (New Volcanics or UTB aquifer), that occur at the site. The potential depends greatly on the permeability (degree of fracturing) of the basalt and the saturated thickness (the depth the basalt extends below the watertable. The basalt is estimated to occur from ground surface to approximately 80 m depth (DSE, 2012a) and provides the most accessible aquifer at the site to target.

Target 1

1 km Target 2

Figure 5. Groundwater salinity of the water table aquifer system in the region (source: SRW, 2010). Colour bands indicate interpolated salinity: 500-1,000 mg/L (light blue), 1,000-3,500 mg/L (green).

Target 3

Figure 7. Schematic diagram of the area around the subject property with the most likely locations of groundwater supply shown in red (source: SRW, 2017).

4.3 Limestone Aquifer (Target 2) The deeper limestone aquifer (Port Campbell Limestone or UMTA aquifer) also has the potential to provide moderate yielding groundwater bores (<5 l/sec). The limestone is estimated to occur from approximately 80 to 230 m depth (DSE, 2012a) and could be targeted if the basalt fails to yield sufficient flow or water quality to meet the hotels demands. 4.4 Deep Sand Aquifer (Target 3)

1 km The deep sand aquifer (Dilwyn Aquifer) limestone aquifer also has the potential to provide moderate to high yielding groundwater bores (>5 l/sec). Figure 6. Groundwater salinity of the UMTA (Port Campbell Limestone) aquifer system in the region (source: The deep sand aquifer is estimated to occur from approximately 890 to 1,800 m (DSE, SRW, 2010). Colour bands indicate interpolated salinity: 500-1,000 mg/L (light blue), 1,000-3,500 mg/L (green). 2012a). The depth makes this aquifer expensive to target. However, this aquifer is known to contain hot groundwater (>50oC) and could targeted for supply heating or bathing (e.g. ‘health spa’) water. The aquifer was utilised by Glenelg Shire to provide district heating in

Portland for 14 years (1983-2006). The scheme was only discontinued due to infrastructure

Cape Bridgewater Desktop Groundwater Study Page 7 Cape Bridgewater Desktop Groundwater Study Page 8 EarthEon Pty Ltd EarthEon Pty Ltd failure and the shire have been attempting to rehabilitate the system (Beardsmore et al, 5 Licensing Requirements 2016). 5.1 Overview 4.5 Groundwater salinity In Victoria, a licence is required under the Water Act (1989) to take and use groundwater. The salinity of groundwater in the local area is variable but is typically fresh. It is considered While small volumes (<2 ML/year) for domestic or stock purposes are readily issued, likely that groundwater will be in the range of 500 to 2,000 mg/L TDS. Additional licences for larger volumes require a ‘take and use’ s51 licence that needs to consider groundwater quality aspects should be considered in future assessments. several factors and may or may not be granted depending on the circumstances. Southern Rural Water (GMW) is the manager of surface irrigation water and groundwater in northeastern Victoria. They are responsible for approving groundwater licences. Groundwater licences are either issued as a new licence (typically in relatively underdeveloped areas) or purchased from an existing groundwater licence holder (typically in relatively highly developed areas). 5.2 Unincorporated area (Target 1) The shallow basalt aquifer under Cape Bridgewater is located in an Unincorporated Area. That is, no specific restrictions or caps have been placed on groundwater resources beyond those rules that apply to groundwater extraction across the State. A new groundwater licence could be sought from Southern Rural Water. They will likely require a Hydrogeological Assessment to support a licence application. The assessment will be based on a site investigation (including drilling and test pumping) to assess the potential impacts of groundwater extraction on neighbouring groundwater users and the environment. 5.3 South West Limestone Groundwater Management Area (Target 2) The limestone aquifer underlying the basalt is part of the South West Limestone Groundwater Management Area, which extends from Princetown in the east to the South Australian Border in the west (Figure 8). The South West Limestone Local Management Plan (2015) sets out the rules for allocating, trading using groundwater in the area. The permissible consumptive volume (PCV, or total cap on licenced allocation) is 85,000 ML/yr. While the current allocation is below the PCV the management plan restricts the issuing of new licences but does allow trading of existing licences. The is provision within the management plan (S8.2) to allow new licences up to 15 ML/yr for a period of up to 5 years to support new businesses. The expectation is that within 5 years the licensee will trade a permanent licence as required.

Cape Bridgewater Desktop Groundwater Study Page 9 Cape Bridgewater Desktop Groundwater Study Page 10 EarthEon Pty Ltd EarthEon Pty Ltd

Figure 8. South West Limestone GMA (source: SRW, 2015).

5.4 Portland Groundwater Management Area (Target 3) Figure 9. Portland GMA (source: SRW, 2015). The deep sand aquifer is part of the Portland Groundwater Management Area, which extends from Koroit in the east to the Dartmoor in the west (Figure 9). The Portland Local Management Plan (2015) sets out the rules for allocating, trading using groundwater in the area. The permissible consumptive volume is 15,295 ML/yr, of which 7,793 ML/yr is currently allocated across 8 licences. New licences, temporary trades and permanent trades are all allowed under the management plan. New licences and trades will likely require completion of Hydrogeological Assessment.

Cape Bridgewater Desktop Groundwater Study Page 11 Cape Bridgewater Desktop Groundwater Study Page 12 EarthEon Pty Ltd

6 Conclusion There is potential for moderate supplies of low to moderate salinity groundwater (500 to 2,000 mg/L) at Cape Bridgewater in either the shallow basalt or underlying limestone aquifers. Licence allocations are available from both aquifers.

Test drilling is required to further evaluate shallow groundwater resources at the site. Depending on results, a commercial/irrigation licence can then be sought and developed.

There is the potential for geothermal groundwater under the site to provide heating or bathing opportunities. While there are a number such schemes underway in Victoria (not including the historical use of geothermal groundwater in Portland), a feasibility assessment is recommended to further develop this concept.

Cape Bridgewater Desktop Groundwater Study Page 13

Appendix E Wannon Water correspondence (dated 28th October 2019)

Cape Bridgewater Resort 15ME0212-20191217-lrb-Cape Bridgewater Town Planning Report-03.docx Town Planning Submission Report EJ 17/12/19 Page 18 of 19

Page 18 of 19

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Appendix F Borelogs

Cape Bridgewater Resort 15ME0212-20191217-lrb-Cape Bridgewater Town Planning Report-03.docx Town Planning Submission Report EJ 17/12/19 Page 19 of 19

Page 19 of 19

BH1 BH2

DT1 BH1 BH4

PRELIMINARY

LEGEND BORE PLAN A.S. JAMES PTY LTD Geotechnical Engineers CHECKED: Denotes approximate location of boreholes DRAWN: D. Gunn JOB: SPW - U/Ground Tunnel (PED) Blowholes Road Cape Bridgewater SOURCE: Supplied FIGURE 1 JOB No: 120146 DATE: Nov. '19 PTY. LTD. A.S.JAMES Location: SPW-U/Ground Tunnel Borehole: 1 A.S.JAMES PTY. LTD. Location: SPW-U/Ground Tunnel Borehole: 1 (cont'd) Geotechnical Engineers Blowholes Rd, Cape Bridgewater Geotechnical Engineers Blowholes Rd, Cape Bridgewater Job No. 120146 Date: Nov ' 19 Job No.120146 Date: Nov ' 19 Ground Water: NIL Ground Water: NIL Soil Type DescriptionDepth Tests Results Soil Type Description Depth

SAND (SM) -Grey brown 0.00 .. 10.00 .. Continued from Figure 2 -Silty . . -Moist . . -Medium dense . LIMESTONE (HW) -Pale brown, yellow & grey 10.60 . Run 5: 10.6-11.3m, 0.0m Loss, RQD 50% . 10.6-11.3m -With medium/coarse grained sand . .. -Horizontal (drilling) fractures mostly massive .. . -Highly weathered with extremely weathered lenses . SAND (SM/SC) -Pale brown 1.40 . s 125 kPa -Medium rock strength 11.30 . Run 6: 11.3-12.8m, 0.0m Loss, RQD 77% -Silty trace clay . . -Moist . LIMESTONE (HW) -Pale brown, yellow & grey . -Medium dense .. 11.3-12.8m -With medium/coarse grained sand .. -Tending to XW rock at 3.4m with clayey lenses, . Y -Horizontal (drilling) fractures mostly massive . hard lenses at 3.5, 4.0 & 4.3m . -Highly weathered with extremely weathered lenses . -Auger refusal at 4.6m . AR AR -Medium rock strength . . N N 12.80 . Run 7: 12.8-14.3m, 0.0m Loss, RQD 70% .. INARYIIN+ N = 1,9,8 IIN LIMESTONE (HW) -Pale brown, yellow & grey .. . MINA 12.8-14.3m -With medium/coarse grained sand . . I -Horizontal (drilling) fractures mostly massiveassive I . . -Highly weathered with extremelyy weathered lenses . . ELIMINARY -Medium rock strength . .. -Tending to yellow brownwn from 12.04m .. . + N = Bouncing (at 4.5m) . PRELIMINPREPR . N.M.L.C Diamond Drilling Commenced at 4.6m PRELIMINARY LIMESTONE (SW) -Yellow brown 14.30 . Run 8: 14.3-15.8m, 0.0m Loss, RQD 92% LIMESTONE (HW) -Pale brown, grey 4.60 . Run 1: 4.6-6.1m, 0.0m Loss, RQD 56% 14.3-15.8m -With medium/coarse grained sand . 4.6-6.1m -With medium/coarse grained sand . -Occasional horizontal (drilling) fractures mostly massive . -Horizontal (drilling) fractures mostly massive .. -Slightly weathered with highly weathered lenses .. -Highly weathered with extremely weathered lenses . -High rock strength . -Medium rock strength . . . . . LIMESTONE (SW) -Yellow brown 15.80 . Run 9: 15.8-17.4m, 0.0m Loss, RQD 90% .. 15.8-17.4m -With medium/coarse grained sand .. LIMESTONE (HW) -Pale brown, grey 6.10 . Run 2: 6.1-7.6m, 0.1m Loss, RQD 60% -Occasional horizontal (drilling) fractures mostly massive . 6.1-7.6m -With medium/coarse grained sand . -Slightly weathered with occasional highly weathered lenses . -Horizontal (drilling) fractures mostly massive . -High rock strength . -Highly weathered with extremely weathered lenses . . -Medium rock strength ...... LIMESTONE (SW) -Yellow brown 17.40 . Run 10: 17.4-18.9m, 0.0m Loss, RQD 95% LIMESTONE (HW) -Pale brown, grey 7.60 . Run 3: 7.6-9.1m, 0.0m Loss, RQD 70% 17.4-18.9m -With medium/coarse grained sand . 7.6-9.1m -With medium/coarse grained sand . -Occasional horizontal (drilling) fractures mostly massive . -Horizontal (drilling) fractures mostly massive .. -Slightly weathered with occasional highly weathered lenses .. -Highly weathered with extremely weathered lenses . -High rock strength . -Medium rock strength . . . . . 18.90 . Run 11: 18.9-20.3m, 0.0m Loss, RQD 96% .. LIMESTONE (SW) -Yellow brown .. LIMESTONE (HW) -Pale brown, grey 9.10 . Run 4: 9.1-10.6m, 0.0m Loss, RQD 84% 18.9-20.3m -With medium/coarse grained sand . 9.1-10.6m -With medium/coarse grained sand . -Occasional horizontal (drilling) fractures mostly massive . -Horizontal (drilling) fractures mostly massive . -Slightly weathered with occasional highly weathered lenses . -Highly weathered with extremely weathered lenses . -High rock strength . -Medium rock strength 10.00 .. Continued - Figure 3 Borehole terminated at 20.3m 20.30 .. + Standard Penetration Test - N blows/150mm. incr. c Apparent Cohesion L.L. Liquid Limit + Standard Penetration Test - N blows/150mm. incr. c Apparent Cohesion L.L. Liquid Limit I Undisturbed Sample - Diameter Stated Ø Friction Angle P.L. Plastic Limit Figure I Undisturbed Sample - Diameter Stated Ø Friction Angle P.L. Plastic Limit Figure s Vane Shear Strength P Wet Density P.I. Plasticity Index 2 s Vane Shear Strength P Wet Density P.I. Plasticity Index 3 p Pocket Penetrometer Resistance w Moisture Content L.S. Linear Shrinkage p Pocket Penetrometer Resistance w Moisture Content L.S. Linear Shrinkage A.S.JAMES PTY. LTD. Location: SPW-U/Ground Tunnel Borehole: 2 A.S.JAMES PTY. LTD. Location: SPW-U/Ground Tunnel Borehole: 2 (cont'd) Geotechnical Engineers Blowholes Rd, Cape Bridgewater Geotechnical Engineers Blowholes Rd, Cape Bridgewater Job No.120146 Date: Nov ' 19 Job No.120146 Date: Nov ' 19 Ground Water: NIL Ground Water: NIL Soil Type Description Depth Tests Results Soil Type DescriptionDepth Tests Results

SAND (SM) -Grey brown 0.00 .. .. Continued from Figure 4 -Silty . . -Moist . LIMESTONE (XW/HW) -Yellow, pale brown 10.40 . Run 5: 10.4-11.4m, 0.2m Loss, RQD 45% -Medium dense . 10.4-11.4m -Sandy (medium/coarse grained) . . -Extremely/highly weathered . .. -Low rock strength .. . .

SAND (SM/SC) -Pale brown 1.40 . LIMESTONE (XW/HW) -Yellow, pale brown 11.40 . Run 6: 11.4-12.7m, 0.8m Loss, RQD 11% -Silty trace clay . s 130 kPa 11.4-12.7m -Sandy (medium/coarse grained), porous . -Moist . -Extremely/highly weathered . -Medium dense .. -Low/medium rock strength .. -Tending clayey . . . AR . AR SAND (SM/SC) -Yellow, orange brown 2.50 . N LIMESTONE (XW/HW) -Yellow, pale brown 12.70 . N Run 7: 12.7-14.2m, 0.5m Loss, RQD 32% -Silty/clayey . IIN 12.7-14.2m -Sandy (medium/coarse grained), porous . IIN -Moist .. + N = 26 for 100mm (bouncing) -Extremely/highly weathered ... -Medium dense . -Low/medium rock strength . -Auger grinding from 4.1m, refusal at 4.4m.4m I . -Tending red brown, clayey/sandy, XW,, LRS from 13.0mI ...... PRELIMINARY. N.M.L.C Diamond Drilling Commenced at 4.4m LIMESTONE (XW) -Yellow, pale brown PRELIMINARY14.20 . Run 8: 14.2-15.0m, 0.1m Loss, RQD 44% LIMESTONE (HW) -Yellow, pale brown 4.40 . Run 1: 4.4-5.9m, 0.0m Loss, RQD 66% 14.2-15.0m -Sandy/clayey . 4.4-5.9m -With medium/coarse grained sand . -Extremely weathered . -Highly weathered with extremely weathered lenses . -Low rock strength . -Medium rock strength .. 15.00 .. Run 9: 15.0-16.3m, 0.3m Loss, RQD 30%

-Tending extremely weathered, clayey sand from 4.7-5.1m . LIMESTONE (XW) -Yellow, pale brown . . 15.0-16.3m -Sandy/clayey . . -Extremely weathered . LIMESTONE (HW) -Yellow, pale brown 5.90 . Run 2: 5.9-7.4m, 0.0m Loss, RQD 79% -Low rock strength . 5.9-7.4m -With medium/coarse grained sand .. .. -Highly weathered with extremely weathered lenses . .

-Low/medium rock strength . LIMESTONE (XW) -Yellow, pale brown 16.30 . Run 10: 16.3-17.8m, 0.5m Loss, RQD 34% . 16.3-17.8m -Sandy/clayey . . -Extremely weathered . .. -Low rock strength .. . .

LIMESTONE (XW/HW) -Yellow, pale brown 7.40 . Run 3: 7.4-8.9m, 0.5m Loss, RQD 61% . 7.4-8.9m -With medium/coarse grained sand . .

-Extremely/highly weathered . LIMESTONE (HW/SW) -Yellow, pale brown 17.80 . Run 11: 17.8-19.3m, 0.3m Loss, RQD 64% -Low/medium rock strength .. 17.8-19.3m -Highly/slightly weathered .. . -Medium/high rock strength . . 0.10 . . 0.20 .

LIMESTONE (XW/HW) -Yellow, pale brown 8.90 . Run 4: 8.9-10.4m, 0.0m Loss, RQD 91% 0.30 . 8.9-10.4m -Sandy (medium/coarse grained) .. 0.40 .. -Extremely/highly weathered . 0.50 . -Low rock strength . Borehole terminated at 19.3m 19.30 . . 19.40 . . 19.50 . .. Continued - Figure 5 19.60 .. + Standard Penetration Test - N blows/150mm. incr. c Apparent Cohesion L.L. Liquid Limit + Standard Penetration Test - N blows/150mm. incr. c Apparent Cohesion L.L. Liquid Limit I Undisturbed Sample - Diameter Stated Ø Friction Angle P.L. Plastic Limit Figure I Undisturbed Sample - Diameter Stated Ø Friction Angle P.L. Plastic Limit Figure s Vane Shear Strength P Wet Density P.I. Plasticity Index 4 s Vane Shear Strength P Wet Density P.I. Plasticity Index 5 p Pocket Penetrometer Resistance w Moisture Content L.S. Linear Shrinkage p Pocket Penetrometer Resistance w Moisture Content L.S. Linear Shrinkage 4.6m

6.1m

7.6m

9.1m

10.6m

PRELIMINARY

A.S. JAMES PTY LTD Geotechnical Engineers CORE PHOTO Borehole 1 (4.6-10.6m) - Core Photo JOB: SPW - U/Ground Tunnel (PED) A4 Blowholes Road Cape Bridgewater Figure 6 JOB No: 120146 Date: Nov '19 10.6m 11.3m

12.8m

14.3m

15.8m

PRELIMINARY

A.S. JAMES PTY LTD Geotechnical Engineers CORE PHOTO Borehole 1 (10.6-15.8m) - Core Photo JOB: SPW - U/Ground Tunnel (PED) A4 Blowholes Road Cape Bridgewater Figure 7 JOB No: 120146 Date: Nov '19 15.8m

17.4m

18.9m

20.3m

PRELIMINARY

A.S. JAMES PTY LTD Geotechnical Engineers CORE PHOTO Borehole 1 (15.8-20.3m) - Core Photo JOB: SPW - U/Ground Tunnel (PED) A4 Blowholes Road Cape Bridgewater Figure 8 JOB No: 120146 Date: Nov '19 4.4m

5.9m5.9m

7.4m7.4m

8.9m8.9m

10.4m10.4m

PRELIMINARY

A.S. JAMES PTY LTD Geotechnical Engineers CORE PHOTO Borehole 2 (4.6-11.0m) - Core Photo JOB: SPW - U/Ground Tunnel (PED) A4 Blowholes Road Cape Bridgewater Figure 9 JOB No: 120146 Date: Nov '19 11.6m

12.7m

14.2m

15.0m

16.3m

17.8m

19.3m

PRELIMINARY

A.S. JAMES PTY LTD Geotechnical Engineers CORE PHOTO Borehole 2 (11.0-19.3m) - Core Photo JOB: SPW - U/Ground Tunnel (PED) A4 Blowholes Road Cape Bridgewater Figure 10 JOB No: 120146 Date: Nov '19