APPENDIX D CIVIL ENGINEERING REPORT

APPENDIX D CIVIL ENGINEERING REPORT

Prepared by

VT CONSULTING ENGINEERS

81 Haly Street, Wondai QLD 4606

Engineering Report & Stormwater Management Plan

December 2020 Project No.: 20235

Revision No.: DRAFT


Date: 4/12/2020 Document No.: 20235-ENG-

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A PO Box 26, Carina Q 4152 E [email protected] W www.vtce.com.au

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Contents 1. Introduction ...................................................................................................................................... 3

a. Existing Topography ........................................................................................................................ 4

b. Existing Land Use ............................................................................................................................ 4

c. Proposed Land Use ......................................................................................................................... 4

2. Erosion and Sediment Control ......................................................................................................... 4

3. Earthworks ....................................................................................................................................... 6

4. Roadworks ....................................................................................................................................... 8

5. Stormwater Drainage ....................................................................................................................... 8

a. Existing Stormwater Drainage ......................................................................................................... 8

b. Proposed Stormwater Drainage ....................................................................................................... 9

c. Stormwater Quality Management .................................................................................................... 9

d. MUSIC Model .................................................................................................................................. 9

e. Service Station Treatment ............................................................................................................... 9

f. Stormwater Quantity Management ................................................................................................ 12

g. Maintenance .................................................................................................................................. 13

6. Flood Planning and Overland Flow ................................................................................................ 15

a. Existing Overland Flow Impacts ..................................................................................................... 15

b. Structural Impacts .......................................................................................................................... 15

7. Sewer and Water Reticulation ....................................................................................................... 16

8. Electrical and Telecommunication ................................................................................................. 16

9. Safety in Design ............................................................................................................................. 16

10. Conclusions ................................................................................................................................... 16

11. References .................................................................................................................................... 17

Appendix A - Proposed Preliminary Design Drawings .......................................................................................... 18

Appendix B - Erosion and Sediment Control Hazard Assessment Form .............................................................. 19

Appendix C - IECA (Australasia) Standard Drawings ........................................................................................... 20

Appendix D - South Burnett Regional Council Flood Hazard Overlay Mapping .................................................... 21



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Document Status:

REVISION PREPARED BY REVIEWED BY DATE

Draft S. Carroll A. Alkamachy 04/12/20

This document is produced by vT Consulting Engineers (vTCE) for the benefit and use by the client in accordance with the terms of the agreement. vT Consulting Engineers does not and shall not assume any responsibility or liability whatsoever to any third party arising out of any use or reliance by any third party on the content of this document. Report provided in accordance with the vT Consulting Engineers terms of engagement.



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1. Introduction vT Consulting Engineers has been commissioned by V & B Holdings Pty Ltd to prepare this engineering services report and stormwater management plan. The development is located at 81 Haly Street, Wondai QLD 4606. The site locality is illustrated in Figure 1.1. This report is being submitted to support the Development Approval for the proposed commercial development (existing service station forecourt relocation) for South Burnett Regional Council’s consideration. The following report will detail civil engineering requirements for the development.

Street Address 81 Haly Street, Wondai QLD 4606 Real Property Description 411 W53510 & 3 RP6088 Total Site Area 1683m2 Proposed Use Proposed Commercial Development

(Forecourt Relocation) Local Authority South Burnett Regional Council

Figure 1.1 Site Layout Plan (Google Maps)

LOT 411 LOT 3



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a. Existing Topography The levels on the site range from approximately RL318.25 in the eastern boundary corner to RL316.00 in the western boundary corner at the rear of the site. The site is situated in a urban area with mixed residential and commercial use. The property fronts onto Haly Street and is bounded by a commercial property to the north-east. The development is bounded by residential properties on all other sides.

b. Existing Land Use The property is occupied by an existing service station building located at the front of the property on Lot 411 (W53510). The rear of the site and Lot 3 (RP6088) contains a gravel driveway and is predominately grassed. Existing access to the site is located south along Haly Street, which provides access to the existing fuel pumps located in the road frontage. The existing service station is to be retained for reuse as part of the proposed development.

c. Proposed Land Use The proposed development involves reconfiguring and expanding the layout of the existing service station. A forecourt is proposed on the east of the site and new parking is to be provided at the rear of the existing building. A new crossover is to be provided for access to the forecourt area, whilst the existing access is to be reinstated for fuel tankers to exit the property.

Refer attached Appendix A for proposed layout plans and details.

2. Erosion and Sediment Control Using the International Erosion Control Association’s (IECA) Erosion Hazard Assessment Procedure AustIECA, 2016a), we believe the proposed development site represents a low erosion risk as trigger values were not equalled or exceeded, but resulted in a total score of 18 (Refer Appendix B for Erosion Hazard Assessment Form). IECA requires that a preliminary Erosion and Sediment Control Plan (ESCP) be submitted to the local government for approval during the planning phase if the development obtains a total point score of 17 or greater or when any trigger value is scored or exceeded.

The construction contractor is responsible for ensuring that soil and debris does not leave the site as well as the confines of the construction zone and is not deposited on external roads or existing in-use areas due to the proposed earthworks and construction activity.

Acid Sulphate Soils Acid sulphate soil testing is typically conducted in areas with reduced levels of less than 5.0m Australian Height Datum (AHD) as stated in State Planning Policy July 2017. This policy also states that developments below 20.0m AHD that involve a Material Change of Use or



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operational works are required to be assessed against the State Planning Policy July 2017 acid sulphate soils development objectives. As the lowest point on this site is an approximate level of RL316.00, we believe that there is low possibility of acid sulphate soil being present and therefore testing would not be likely. Figure 2.1 provides a visual aid to determining assessable development.

Figure 2.1 Acid Sulphate Soils assessment diagram (Adapted from SPP Water Quality State Interest Guideline 2016)

As the proposed excavations are not expected to be below RL5.0m AHD, the State Planning Policy does not apply.

The requirements for Acid Sulphate Testing will be confirmed by a geotechnical engineer prior to the detailed design stage of this proposed development.

Land Disturbing Activities Important causes/issues of erosion for this site would consist of the following:

Precipitation and consequent run-off Stripping and removal of topsoil Removal of fill Other earthwork operations Heavy vehicle use on site Wind erosion

The proposed development is a short construction period which will be programmed so that the shortest period of time elapses between ground cover removal and restoration.



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Erosion and Sediment Control Measures Sediment control filter fabric will be securely placed around the downstream boundaries of the construction site. This will ensure sediment is trapped before being released into the catchment. Refer Appendix C. An ESC measure will be provided at any vehicular access points to the site. Construction and maintenance details are given in Appendix C. A temporary construction entrance will be provided from the adjacent roads for access during construction. A filter sock sediment trap will be utilized on all downstream stormwater inlets. Refer Appendix C for construction and maintenance details. No clearing will be undertaken unless preceded or accompanied by installation of adequate run-off and sediment control measures, as described above. Following practical completion of the project a minimum of 70% coverage of all soil with ground cover (i.e. topsoiling and seeding) will be provided within 30 calendar days. During the demolition and construction phases, spraying of water will be used with care to act as a dust suppression method.

Monitoring and Maintenance Programs Water discharge from the site will adhere to a total suspended solid content of less than 50 milligrams per litre and a pH range of between 6.5 and 8.5 at all times. If the pH of the flocculated water is not achieved, then pH adjustments will be required. This could possibly be done by a dosing of lime. Site personnel will inspect all erosion and control measures at least at the following frequencies:

Daily during construction works, Weekly when construction works are not happening, Within 24 hours of expected rain, and Within 18 hours of an impacting rainfall event.

All erosion and sediment control measures that have an order of efficiency below 75% will be corrected by the end of that working day.

3. Earthworks For the purpose of this proposed development earthworks will be conducted for constructing the new proposed building platform. Excavation on site will be required for the service trenches and underground tanks. Any excess cut will need to be removed from the site by the contractor.



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A geotechnical report will be prepared for the site during the detailed design stage.



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4. Roadworks

The proposed development fronts onto Haly Street. A new crossover will be provided as shown on the proposed layout plans for site access and the existing crossover is to be reinstated to suit the requirements of fuel tankers exiting the site. External roadworks are not proposed.

5. Stormwater Drainage

a. Existing Stormwater Drainage Existing site stormwater flows towards the rear of the site and sheet flows through the adjacent properties to the north-west of the property. Stormwater runoff in the area of the development is captured by the existing watercourse, located north and west of the development that forms a part of the Burnett River Catchment. Figure 5.1 below shows the direction of stormwater flows for the existing site.

Figure 5.1 Existing Flows Layout (AutoCAD, Autodesk)



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b. Proposed Stormwater Drainage It is proposed that stormwater will be captured and convey via the inter-allotment drainage system shown in the design drawings. The captured flows will be conveyed to north-east corner of the property to discharge directly through the adjacent site (Lot 405 FY2879) to the kerb and channel along Edward Street. Drainage from the proposed fuel forecourt area will be conveyed to an approved stormwater quality improvement device, before being conveyed to the legal point of discharge (Edward Street).

Refer to attached Appendix A for proposed layout plans and details.

c. Stormwater Quality Management

State Planning Policy The State Planning Policy (SPP) applies for stormwater quality management and management of new or expanded non-tidal artificial waterways applies to development that is outlined below in Table 5.1.

SPP PART E: INTERIM DEVELOPMENT ASSESSMENT REQUIREMENTS. STATE INTEREST – WATER QUALITY YES / NO

Material change of use for urban purposes that involves a land area greater than 2500m2 that:

will result in an impervious area greater than 25% of the net developable area NO

Will result in 6 or more dwellings NO

Reconfiguring a lot for urban purposes that involves a land area greater than 2500m2 and will result in six or more lots: NO

Operational works for urban purposes that involve disturbing more than 2500m2 of land NO

Table 5.1 Water Quality Objectives The proposed development does not trigger any applicable items in the above Table 5.1, therefore the SPP is not applicable and compliance is not expected by the local government authority.

d. MUSIC Model The site area is under 2500m2 and so a MUSIC model has not been prepared.

e. Service Station Treatment The treatment of the water runoff from the service station has been excluded from the MUSIC model as these areas will be treated separately.



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Service Station Assessment The acceptable solutions from the BCC Guidelines for Stormwater from Service Stations & Fuel Dispensing Areas (FDA) will be used as a reference for stormwater treatment for the service station areas under the building canopy and areas outside of the canopy. Under Canopy Areas:

All ground surfaces within the FDA shall be constructed of concrete with all gaps and/or cracks filled so that the impervious barrier and integrity is maintained.

The FDA shall be delineated by painted line-work on the ground. Other methods of delineating the FDA may be used e.g. Roll-over bunds, different colour concretes, etc.

Signs indicating fate of flow such as “flows to containment vessel” shall be provided in locations around the under-canopy area

The area shall be graded to a suitable underground containment vessel (i.e. sump/tank) compatible with petroleum products and other likely chemicals. The tank shall have no connections to stormwater or sewer. The containment vessel shall be constructed of precast concrete with a minimum certified design life of 50 years and be designed in accordance with AS 3600 - “Concrete Structures”. All internal concrete surfaces that may be exposed to contact with petroleum hydrocarbons shall be coated with an epoxy resin, to a minimum dry film thickness of 200 microns, applied in accordance with the supplier’s recommendations. Joints shall be made with epoxy or rubber ring seals. Epoxy joints shall be Megapoxy P1 or approved equivalent and used in accordance with supplier’s recommendations. For joints using a rubber ring seal, the rubber type shall be NBR (nitrile) complying with AS 1646.3 (Elastomeric seals for waterworks purposes – Material requirements for pipe joints seals used in water and wastewater applications with the exception of natural rubber and polyisoprene compounds). The ring shall be water tight to 90kPa internal pressure and comply with the general requirements of AS 1646.1 (Elastomeric seals for waterworks purposes – General requirements).

The underground containment vessel shall maintain adequate capacity to contain both a volume equivalent to at least the volume of the largest tanker compartment likely to be delivering fuel to the site plus a nominal allowance for windblown rain.

The roof or canopy shall overhang by a horizontal distance of ¼ of the roof height out from the vertical above the boundary of the demarcated FDA.

Preference is for stormwater from roofed areas to be collected in tanks for non-potable use (e.g. toilet flushing or garden watering). Alternatively, it may be diverted directly to on-site stormwater infrastructure.

Bulk fuel transfers may be carried out under the canopy area within a defined Tanker Delivery Standing Area graded and drained to the underground containment vessel.

Areas Outside of Canopy: All ground surfaces not under canopy shall be constructed of concrete or equivalent

with all gaps and/or cracks filled so that the impervious barrier and integrity is maintained.

Drainage separation options may include grading, bunding, kerbing and/or channelling.

Bulk fuel transfers shall be carried out in a defined Tanker Delivery Standing Area. This area shall normally be drained to the uncovered area stormwater treatment system. However, during fuel delivery operations, automatic diversion valves shall be used to divert such drainage to the under-canopy containment vessel. The Tanker Delivery Standing Area in uncovered locations shall be sized so that the drainage area has a



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radius of at least 3 meters and a storage volume equivalent to that of the largest tanker storage compartment that is expected on site at any given time

Signs indicating fate of flow such as “flows to creek” shall be provided in locations around the uncovered area.

Service Station Treatment The fuel dispensing areas shall be graded to a suitable underground containment and treatment vessel (i.e. sump/tank) compatible with petroleum products and other likely chemicals. It is proposed that a SPEL Puraceptor containment system (or an approved equivalent product) be installed to capture and retain flows from the fuel dispensing areas. The SPEL Puraceptor (model P.040.C1.2C) is a 6 minute full retention tank that will hold and treat all the stormwater runoff from the associated forecourt area catchment area of 160m2. Based on a rainfall duration of 5 minutes and a rainfall intensity of 203 mm/hr for 20 ARI the associated runoff is approximately 9l/s. The proposed SPEL Puraceptor P.040.C1.2C can treat up to 40l/s, therefore it is considered to be suitable for this application. The SPEL Puraceptor P.040.C1.2C has a spill containment capacity of 9000l which is sufficient to hold the contents of a fuel tanker in case of an emergency spill. Refer to Appendix F for the SPEL Puraceptor Operations and Maintenance Manual.



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f. Stormwater Quantity Management An analysis using the Rational Method as outlined in the Queensland Urban Drainage Manual was used to determine the peak flow rate corresponding to the minor and major storm events for the existing and developed conditions. The proposed development involves a minor increase in impervious areas. Detailed calculations of the flows from the site are summarised in the table below:

Runoff Coefficient (C10) - Developed: 0.86 tc = 6 min.

Runoff Coefficient (C10) - Undeveloped: 0.74 tc = 6 min.

PARAMETERS ARI 2yr 5yr 10yr 20yr 50yr 100yr

Rainfall Intensity mm/hr 108.0 147.0 172.0 195.0 225.0 246.0

Frequency Factor fy= 0.85 0.95 1.00 1.05 1.15 1.20

Undeveloped C Cu= 0.63 0.71 0.74 0.78 0.86 0.89

Developed C Cd= 0.73 0.82 0.86 0.90 0.99 1.00

FLOWS

Developed Flow Qu= C*I*A l/s 36.9 56.1 69.2 82.3 104.0 115.0

Undeveloped Flow Qd=Qi= C*I*A l/s 31.9 48.6 59.8 71.2 90.0 102.7

Difference Qo= l/s 5.0 7.5 9.4 11.1 14 12.3 Table 5.2 Quantity Summary using Rational Method

The following table is a summary of the peak stormwater discharge from the development site for both existing and developed conditions:

Catc

hmen

t D

etai

ls

Parameter Existing Developed Difference Area (m2) 1683 1683 - Fraction Impervious (fi) 58% 94% +36% Coefficient of Runoff (C10) 0.74 0.86 +0.12

Time of Concentration (min) 6 6 -

Dis

char

ge 10 year ARI (L/s) 59.8 69.2 +9.4

50 year ARI (L/s) 90.0 104.0 +14

100 year ARI (L/s)

102.7 115.0 +12.3

Table 5.3 Quantity Summary of Rational Method Results As the increase in flows from the developed site are low, the impacts are considered to be minor and negligible. The existing site doesn’t have an inter-allotment drainage and stormwater currently sheet flow across the adjacent properties. As the developed site will



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discharge minor storm flows directly to Edward Street via the the proposed piped system, it is anticipated that impacts on the adjacent properties will be reduced.

g. Maintenance

Construction Phase Management Plan Potential construction phase impacts include the following:

Sedimentation and erosion Management of contaminated soils and materials on the site Construction Material

(such as cement) General

The objective of the Construction Phase Management Plan is to comply with the requirements of the Queensland Environmental Protection Act 1994 and Environmental Protection (Water) Policy 2009 so that the environmental values of effected receiving waters are maintained or enhanced. In essence the purpose of the Plan is to prevent polluted stormwater being discharged to the local waterways.

Performance Indicators The management is not being effective when any of the following occur during the construction phase of the project.

The required water quality objectives are not achieved, Contaminated water is released off site.

Construction Phase Management of Sedimentation and Erosion

Existing vegetation from site will be removed in stages as required to reduce the likelihood of surface erosion. A sediment and siltation fence will be erected around the property boundary to ensure that sediment is not washed off site and onto adjacent properties or roads. Entry and exit from the site will be restricted to a single stabilised location to minimise the rise of onsite transport of silt sediment or mud. It is anticipated that a layer of crushed rock will provide the necessary stabilisation of the access route. If required a specific bunded wash down area will be provided for the cleaning of plant before leaving the site and all wash down waste water will be collected. In the event that debris or sediment leaves the site it will be cleaned.

Management of Imported Materials Any material imported to the site including construction materials will be stockpiled in a location where it cannot contaminate the stormwater system or stormwater runoff.

Complaint Response The contractor will erect signage at the entrance to the works with contact information, including afterhours contact numbers. The contractor will properly deal with all complaints.

Monitoring and Reporting



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All sediment and erosion control devices will be checked daily and after rainfall events by the construction site supervisor. Defective or full devices will be cleaned and repaired as required. Regular inspections and maintenance of the storm water system will be carried out by the property owner. The civil components (structural and erosion) are to be assessed by a suitably qualified engineer as required.

Stormwater Treatment Systems The design, installation and ongoing maintenance of the stormwater treatment systems is to be in accordance with the manufacturers specifications and in accordance with the service station operator maintenance guidelines and procedures. It remains the service provider and user’s responsibility to maintain the treatment and site in accordance with the current State Planning Policy and legislation requirements.

Lifecycle cost assessment There will be no abnormal capital or recurrent costs for the proposed stormwater strategy.



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6. Flood Planning and Overland Flow Figure 6.1 below shows the extent of flooding in relation to the site. As shown below, the development is not located within the mapped flooding hazard area. It is not anticipated that the development will be affected by flooding. vT Consulting Engineers have not been commissioned to complete a flood assessment report for this development. Please refer to Appendix D for a copy of the South Burnett Regional Council Planning Scheme – Flood Hazard Overlay Map.

Figure 6.1 South Burnett Planning Scheme – Flood Hazard Overlay Map

a. Existing Overland Flow Impacts The proposed development will not have any adverse impact on the existing overland flow path as the building footprint is not changing significantly from the existing case.

b. Structural Impacts The development design will be structurally adequate to resist loads associated with flooding. Loads associated with flooding will be considered by the structural engineer during detailed design.

SITE



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7. Sewer and Water Reticulation

vT Consulting Engineers have not been commissioned to provide engineering services for sewer and water reticulation and it has not been included as part of this development application. It is anticipated that the property’s existing connections will be retained to continue servicing the development.

8. Electrical and Telecommunication The electrical supply and communications supply for this proposed development will be by others.

9. Safety in Design At the time of preparing this report, it is considered that there is no atypical safety in design issues for a project of this type and use. Typical issues to be reviewed include but are not limited to construction activities, falls, confined spaces, excavations and hazardous materials.

A full review of and preparation of a Safety In Design report will be conducted during the detailed design of the project by the project design engineer. The ongoing implementation, review and amendments to the Safety in Design register is to be by the property owner or users.

10. Conclusions vT Consulting Engineers has undertaken a preliminary review of civil engineering services required for the proposed development located at 81 Haly Street, Wondai QLD 4606. Based on all the findings outlined in this report, vT Consulting Engineers believes that, should the recommendation contained within the report be implemented, there are no significant engineering issues in relation to this development.



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11. References

AustIECA (2016). Book 6 Standard Drawings. Accessed August 30 2016. www.google.com.au/webhp?sourceid=chrome-instant&ion=1&espv=2&ie=UTF-8#q=ieca%20standard%20drawings

Department of Infrastructure, Local Government and Planning (DILGP 2016a). State Planning Policy (SPP). Accessed

August 30 2016. http://www.dilgp.qld.gov.au/planning/state-planning-instruments/state-planning-policy.html

DILGP (2016b). State Planning Policy-State Interest Guideline, Water Quality. Accessed August 30 2016.

http://www.dilgp.qld.gov.au/resources/guideline/spp/spp-guideline-water-quality.pdf GHD (2012). Port of Brisbane PTY LTD. Port of Brisbane Acid Sulphate Soil Management Plan. Accessed December, 07

2016. https://www.portbris.com.au/PortBris/media/General-Files/Environment/PBPL-Acid-Sulfate-Soils-Management-Plan-2012.pdf

Google Earth (2016). Accessed August 30 2016. www.google.com.au/webhp?sourceid=chrome-

instant&ion=1&espv=2&ie=UTF-8#q=google%20earth%20queensland

PBPL (2015). Port of Brisbane Land Use Plan. Accessed December 07 2016. file:///Z:/Standards/Design%20Info%20-%20Civil/Port%20of%20Brisbane%20Land%20Use%20Plan/Brisbane-Port-Land-Use-Plan-2015.pdf

Queensland Government (1994). Environmental Protection Act. Accessed August 30 2016.

www.legislation.qld.gov.au/legisltn/current/e/envprota94.pdf Queensland Government (2009). Environmental Protection (Water) Policy. Accessed August 30 2016.

www.ehp.qld.gov.au/water/policy/ Water by Design (2006). Water Sensitive Urban Design, Technical Design Guidelines for South East Queensland.

Accessed August 10 2016. http://healthywaterways.org/u/lib/mob/20151210164506_9581d6262ed405324/2006_wsudtechdesignguidelines-4mb.pdf

Water by Design (2010). MUSIC Modelling Guidelines. SEQ Healthy Waterways Partnership. Brisbane, Queensland.

ISBN 978-0-9806278-4-8. Accessed 01 August 2016. http://healthywaterways.org/u/lib/mob/20141110114128_5aed87c313f50ca3d/2010_musicmodellingguidelines_v10-025mb.pdf



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Appendix A - Proposed Preliminary Design Drawings

Sewer M/HRL 317.215

FFL 318.05m

2RP6088

405FY2879

424W53510

423W53510

411W53510

412W53510

3RP6088

N

N

N

N

N

N

317.00

317.00

316.00

318.00

318.00

318.00

316.25

316.50

316.75

317.25

317.50

318.00318.00

317.25

317.75317.75

317.50

318.25

318.50

318.50

II

II

II II II II

II

II

IIII

II

HALY STREET

EXISTING SERVICESTATION BUILDING

318.15

318.37

318.34

316.12

317.98

317.95

318.07

317.87

CONSTRUCTION ENTRY/EXIT

SEDIMENT FENCE

SEDIMENT FENCE

EXCAVATED SEDIMENT TRAP. CAPTUREDDIRTY WATER TO BE DISCHARGED AFTER

TREATING AND SUCCESSFUL INDEPENDENTTEST RESULTS, OR DIRTY WATER TO BE

DISPOSED OFF SITE BY VACUUM TRUCK ATAPPROVED SITE.

TYPICAL.

EXCAVATED SEDIMENT TRAP

SFSF

SFSF

SF

SF SF SF SF

SFSF

SEDIMENT FENCE

BULK EARTHWORKS LEVEL (BEL)BEL0.000

LEGENDEXISTING PROPERTY BOUNDARY

PROPERTY BOUNDARY

EXISTING EASEMENT BOUNDARY

EASEMENT BOUNDARY

X X X X X X X X ABANDON EXISTING SERVICE

BUILDING

EXISTING BUILDING

EXISTING CONTOUR - MAJOREXISTING CONTOUR - MINOR

CONTOUR - MAJORCONTOUR - MINOR

1.00

1.00

EXISTING KERB AND CHANNEL

SW EXISTING STORMWATER DRAINAGERW EXISTING ROOFWATER DRAINAGES EXISTING SEWERW EXISTING WATER

EU EXISTING ELEC. UNDERGROUND

T EXISTING COMMUNICATIONS

N EXISTING ELEC. OVERHEAD

E EXISTING ELECTRICAL

KERB AND CHANNEL

SW SW STORMWATER DRAINAGE

SUBSOIL DRAINRW RW ROOFWATER DRAINAGE

S S SEWERW W WATER

EARTHWORKS TOP OF BATTER

II II FENCE - TYPE 1

EARTHWORKS BOTTOM OF BATTER

SF SEDIMENT FENCE

FINISHED SURFACE LEVEL (FSL)

1.234 EXISTING SURFACE LEVEL (ESL)

EXISTING KERB

KERB

RTW RETAINING WALL

> > > > STORMWATER TABLE DRAIN

RL1.234

- **** - GP AASCALE 1:200

0 2 4 6 8 10

PROJECT: JOB No.:

DRAWING No.: REV.:DRAWING TITLE:

DRAWN:

DESIGN:

CHECKED:

APPROVED:

REV. DATE: AMENDMENT: BY: APP:

CLIENT:

DATUM:

SHEET SIZE:

SCALE:

COPYRIGHT: THIS DOCUMENT IS AND SHALL REMAINTHE PROPERTY OF vT CONSULTING ENGINEERS. THISDOCUMENT MAY ONLY BE USED FOR THE PURPOSEFOR WHICH IT WAS COMMISSIONED AND INACCORDANCE WITH THE TERMS OF ENGAGEMENT.UNAUTHORISED USE OF THIS DOCUMENT IN ANYFORM WHATSOEVER IS PROHIBITED. ©

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COMMERCIAL DEVELOPMENT81 HALY STREET, WONDAI QLD 4606 20235

V&B HOLDINGS PTY

LAYOUT PLANSCALE 1:200

NOTES:1. REFER TO DRAWING P300 FOR PRELIMINARY CIVIL DETAILS.

SITE TO BE CLEARED IN PREPARATION FORBUILDING CONSTRUCTION.ALL EXISTING STRUCTURES (INCLUDING ANYPILES) AND SITE IMPROVEMENTS TO BEDEMOLISHED AND REMOVED, UNLESS NOTEDOTHERWISE.

CONTRACTOR TO ENSURE SURROUNDINGROADS ARE KEPT CLEAN AND FREE OFDEBRIS DURING CONSTRUCTION. TYPICAL

CONTRACTOR TO PROVIDE TRAFFIC CONTROL(AS REQUIRED) AND ENSURE WORK ZONESARE SAFE DURING CONSTRUCTION. TYPICAL

PROVIDE KERB INLET SEDIMENTPROTECTION AT ALL DOWNSTREAMGULLIES UPTO 50m FROM SITE. TYPICAL

P100 -PRELIMINARY EROSION AND SEDIMENTCONTROL LAYOUT PLAN

GPAAAA

AS SHOWNA1AHD

Sewer M/HRL 317.215

FFL 318.05m

2RP6088

405FY2879

424W53510

423W53510

411W53510

412W53510

3RP6088

N

N

N

N

N

N

317.00

317.00

316.00

318.00

318.00

318.00

316.25

316.50

316.75

317.25

317.50

318.00318.00

317.25

317.75317.75

317.50

318.25

318.50

318.50

II

II

II II II II

II

II

IIII

II

HALY STREET


SFL 2

4,007

LAC

TUAL

25,27

0 LSF

L 28,6

90 L

ACTU

AL 30

,200 L

SFL 2

4,007

LAC

TUAL

25,27

0 L

318.15

318.37

318.34RT

WRT

WRT

WRT

WRT

WRT

WRT

WRT

WRT

W

RTW

RTW

RTW

RTW

RTW

316.12

317.98

317.95

318.07

317.87

> > > > > > > > > >

DURING CONSTRUCTION THE CONTRACTOR IS TOPROVIDE SUITABLE AND SAFE SHORING OF EXISTINGMATERIAL TO ENSURE THAT THE ADJACENT SITE ISNOT COMPROMISED AND TO PROVIDE A SAFEWORKING AREA. TYPICAL

CONTRACTOR TO ALLOW FOREXCAVATION OF FUEL TANK

DEMOLISH AND REMOVE EXISTINGSTRUCTURES, FOOTINGS, SLABS AND

SERVICES. TYPICAL

EXISTING POWER POLE TO BERELOCATED TO THE EASTERN SIDE OFCROSSOVER. REFER TO ARCHITECTURALPLAN FOR EXACT LOCATION.

INVERT OR KERB LOCATION(INDICATIVE ONLY)

FDA LOCATION(INDICATIVE ONLY)

PROP

OSED

RET

AINI

NG W

ALL -

0.70

m HI

GHT

MAX.

PROP

OSED

RET

AINI

NG W

ALL -

0.60

M HI

GHT

MAX.

CONTRACTOR TO ALLOW FOREXCAVATION OF STORMWATERPURACEPTOR

EXISTING ACCESS TO ADJACENTPROPERTY TO BE RETAINED AND

PROTECTED DURING CONSTRUCTION

EXISTING ACCESS TO ADJACENTPROPERTY TO BE RETAINED ANDPROTECTED DURING CONSTRUCTION



PROPERTY BOUNDARY


EASEMENT BOUNDARY


BUILDING

EXISTING BUILDING



1.00

1.00







KERB AND CHANNEL



S S SEWERW W WATER




SF SEDIMENT FENCE



EXISTING KERB

KERB

RTW RETAINING WALL


RL1.234

- **** - GP AASCALE 1:200

0 2 4 6 8 10

PROJECT: JOB No.:


DRAWN:

DESIGN:

CHECKED:

APPROVED:


CLIENT:

DATUM:

SHEET SIZE:

SCALE:


DRAFT 04.12.2020

PLOT

TED:

04.12

.2020

PRELIMINARYA: E:

PO B

ox 2

6, C

arin

a

adm

in@

vtce

.com

.au

Ph:1

300

185

737

QLD

415

2

W:v

tce.

com

.au


V&B HOLDINGS PTY


P200 -PRELIMINARY EARTHWORKSLAYOUT PLAN

GPAAAA

AS SHOWNA1AHD


EARTHWORKS VOLUMESAPPROXIMATE EARTHWORKS HATHES FROM STRIPPED SURFACELEVEL TO BULK EARTHWORKS LEVEL HAVE BEEN CALCULATED AS:

FILL

CUT

HATCHES PROVIDED ARE INDICATIVE ONLY.

0.30 0.30

FALL

SCALE 1:20

OVERLAND FLOW

TYPICAL SEDIMENT FENCE SECTIONNOT TO SCALE

0.200.60 NOMINAL

TYPICAL SEDIMENT FENCE ELEVATIONNOT TO SCALE

OVERLAND FLOW

TYPICAL EXCAVATED SEDIMENT TRAP SECTIONNOT TO SCALE

0.50

3.0 SQUAREII

CONSTRUCTION SITE

KERB & CHANNEL

PROPERTY ALIGNMENTEXISTING, OR NEW ROADWAY

TYPICAL CONSTRUCTION ENTRY/ EXITNOT TO SCALE

RUNOFF TO BE DIRECTED

TO A SEDIMENT TRAP

3.0m MIN.

NOMI

NAL

100m

m

300m

m

10.0m MIN.

300m

mMI

N.

TYPICAL SAG KERB INLET SEDIMENT TRAPNOT TO SCALE

TYPICAL SEDIMENT WEIR ELEVATIONNOT TO SCALE

0.30

SPILL THROUGHWEIR

TYPICAL FIELD INLET SEDIMENT TRAPNOT TO SCALE

0.200.20

NOTE:· INLET SEDIMENT TRAP TO BE PLACED ON ALL

EXISTING INLETS WITHIN 50m OF SITE· INLET SEDIMENT TRAP MAY BE OMITTED

WHERE IT CAUSES A SAFETY HAZARD, BUT ISTO BE PROVIDED PRIOR TO A RAINFALL EVENT

OVERLAND FLOW

DISTURBED AREA

UNDISTURBED AREA

3.0m MAX. WITH MESH

2.0m MAX. WITHOUT MESH

OVERLAND FLOW

TYPICAL GRATED PIT (G.PIT) DETAIL

STORMWATER PIT SIZE TABLEMINIMUMDEPTH

MAXIMUMDEPTH OPTION 1 OPTION 2 MINIMUM

GRATE SIZE0 <600 450SQ 600Ø 300SQ

600 900 600SQ 900Ø 450SQ900 1200 600x900 1050Ø 600SQ

1200 2000 900SQ 1200Ø 800SQMINIMUM PIT SIZE BASED ON DEPTH. SIZE TO BE INCREASED TO ALLOW FOR

INLET AND OUTLET PIPES TO MANUFACTURERS SPECIFICATION. ALLSTRUCTURES WITHIN FOOTPATHS OR PEDESTRIAN AREAS ARE TO BE HEEL

PROOF, NON-SLIP AND BOLT DOWN.

NOTE:MAXIMUM 180m2 CATCHMENT TOEACH 3mX3m EXCAVATED SEDIMENTTRAP AS A TYPE 2 DEVICE

SETTLING ZONE

SEDIMENT STORAGE ZONE

0.50

EDGE THICKENINGBEDDING SAND

2N12 TRIMMER BARSAROUND STRUCTURE

EDGE THICKENINGBEDDING SAND

10mm APPROVED FILLER BOARDAND APPROVED SEALANTAROUND STRUCTURE

NOMINAL PRECAST CONCRETEPIT. SIZE TO TABLE

HEAVY DUTY (CLASS D) TRAFFICABLE DROPIN GRATED LID, FRAME AND PRECAST

CONCRETE SURROUND. FINISHED SURFACELEVEL TO MATCH PAVEMENT

CONCRETE BASE.MINIMUM 150mm THICK

OUTLET PIPE. REFERTO PLAN FOR DETAILS

50 x 50 HWD STAKEOR STEEL PICKET1200 MIN LONG

BACKFILL

FIX TO TOP OF STAKE WITHSHADECLOTH FASTENEROR TIE TO STEEL PICKET

GEOTEXTILE FABRIC ANDSL42 MESH


SEDIMENT FENCE AND1m WIDE SEDIMENTWEIR TO DETAIL

SEDIMENT TRAP. MONITORDAILY OR AFTER HEAVY

RAINFALL AND CLEAN ASREQUIRED

ORANGE SAFETYMESH AROUND TRAP

GEOTEXTILE FABRIC BIDUMU34 OR SIMILAR

WELL GRADED, HARD,ANGULAR, EROSION RESISTANT

75mm CRUSHED ROCK

EXISTING KERB AND CHANNEL TO BEPROTECTED DURING CONSTRUCTIONAND REINSTATED IF DAMAGED

SIDE INLET TO REMAIN OPENFILTER SOCKGULLY GRATE WRAPPED IN NON-WOVENFILTER FABRIC (MINIMUM BIDIM A34 ORAPPROVED EQUIVALENT


EXISTING/ PROPOSEDFIELD INLET

EXISTING GRATE TO BE WRAPPED INNON-WOVEN FILTER CLOTH (WOVEN

SEDIMENT FENCE FABRIC TO ONLY BEUSED IN HEAVY TRAFFIC AREAS)

EXISTING OUTLET PIPE.REFER TO PLAN FOR

DETAILS

SEDIMENT COLLECTION PIT TO BEEXCAVATED ALL AROUND INLET.MONITOR DAILY OR AFTER HEAVYRAINFALL AND CLEAN AS REQUIRED

REMOVE SEDIMENT ANDREINSTATE TO MATCHEXISTING FOLLOWING

COMPLETION OF ALL WORKS.

ENVIROPOD BASKET (OR APPROVEDEQUIV.) TO MANUFACTURERSSPECIFICATIONS. ENSURE BASKET ISINSTALLED AT HEIGHT TO ENSURETHAT OUTLET PIPE IS NOT BLOCKED.BASKET TO BE INSTALLED IN ALLSTORMWATER INLET STRUCTURES.

ENVIROPOD BASKET TOMANUFACTURERS SPECIFICATIONS.CONTRACTOR TO ENSURE THATBASKET IS KEPT CLEAN AND FREEOF DEBRIS. BASKET TO BE CLEANEDIMMEDIATELY PRIOR TO HAND OVEROF PROJECT

50 x 50 HWD STAKE OR STEELPICKET 1200 MIN LONGDRIVEN 600mm INTO GROUND

GEOTEXTILE FABRIC AND SL42 MESH TOAS1304. FABRIC TO BE LAPPED AT LEAST ONESEGMENT LENGTH (STAKE TO STAKE).

BACKFILL

1m RETURNS TO BE INSTALLED AT20-30m SPACINGS ALONG ANYSEDIMENT FENCING WITHOUT

REGULAR SEDIMENT TRAPS

SPILL THROUGH WEIR AT20-30m SPACINGS

11

- **** - GP AASCALE 1:20

0.20 0.4 0.6 0.8 1.0

PROJECT: JOB No.:


DRAWN:

DESIGN:

CHECKED:

APPROVED:


CLIENT:

DATUM:

SHEET SIZE:

SCALE:


DRAFT 04.12.2020

PLOT

TED:

04.12

.2020

PRELIMINARYA: E:

PO B

ox 2

6, C

arin

a

adm

in@

vtce

.com

.au

Ph:1

300

185

737

QLD

415

2

W:v

tce.

com

.au


V&B HOLDINGS PTYP300 -PRELIMINARY CIVIL DETAILS

GPAAAA

AS SHOWNA1AHD

Sewer M/HRL 317.215

FFL 318.05m

2RP6088

405FY2879

424W53510

423W53510

411W53510

412W53510

3RP6088

N

N

N

N

N

N

317.00

317.00

316.00

318.00

318.00

318.00

316.25

316.50

316.75

317.25

317.50

318.00318.00

317.25

317.75317.75

317.50

318.25

318.50

318.50

II

II

II II II II

II

II

IIII

II

HALY STREET


FILL POINT

D

DD

SFL 2

4,007

LAC

TUAL

25,27

0 LSF

L 28,6

90 L

ACTU

AL 30

,200 L

SFL 2

4,007

LAC

TUAL

25,27

0 L

FUEL VENT

SWSW

SWSW

SW

FDA

318.15

318.37

318.34RT

WRT

WRT

WRT

WRT

WRT

WRT

WRT

WRT

W

RTW

RTW

RTW

RTW

RTW

316.12

317.98

317.95

318.07

317.87

> > > > > > > > > >

SWSW

SWSW

PROVIDE STUB FOR ROOFWATERCONNECTION TO HYDRAULICENGINEERS DETAILS. TYPICAL

CONCRETE GRATED PIT (G.PIT)WITH HEEL PROOF, ANTI-SLIP,HEAVY DUTY CLASS D BOLTDOWN LID.SL317.72

PROVIDE 100Ø SUBSOILDRAINAGE BEHIND ALL KERBS.TO CONNECT TO G.PIT. USE 100ØHD uPVC TO CONNECT TO G.PITUNDER PAVEMENT. TYPICAL

225Ø HDPE 1:100 MIN. FROM REFUELINGAND FILL AREAS

PURACEPTOR TO MANUFACTURERSSPECIFICATIONS, MODEL TBCWITH HEAVY DUTY TRAFFICABLE LIDS ANDVENT. PROVIDE VENT TO MANUFACTURESDETAILS. HYDRAULIC ENGINEER TO PROVIDEMINIMAL ROOFWATER DRAINAGE TOPURACEPTOR TO MAINTAIN WATER LEVELSTO MANUFACTURERS SPECIFICATIONS.

RL317.88

RL317.80

RL317.88

RL317.80

RL318.30RL318.20

RL317.42

RL316.32

RL317.65

RL317.50 RL317.71

RL317.75

10.60m GENERAL WIDE CONCRETE CROSSOVER ANDTACTILE INDICATORS TO IPWEAQ STD DWG No. RS-051.CROSSOVER AND ADJACENT DRIVEWAY LEVELS ANDGRADES TO BE CONFIRMED ON SITE PRIOR TO THESTART OF PAVEMENT AND CROSSOVER CONSTRUCTION

SAW CUT AND JOIN NEATLY TO EXISTINGFOOTPATH. TYPICAL

4.55m GENERAL WIDE CONCRETE CROSSOVER ANDTACTILE INDICATORS TO IPWEAQ STD DWG No. RS-051.

CROSSOVER AND ADJACENT DRIVEWAY LEVELS ANDGRADES TO BE CONFIRMED ON SITE PRIOR TO THE

START OF PAVEMENT AND CROSSOVER CONSTRUCTION

G.PIT

EXISTING ACCESS TO ADJACENTPROPERTY TO BE RETAINED AND

PROTECTED DURING CONSTRUCTION

EXISTING ACCESS TO ADJACENTPROPERTY TO BE RETAINED ANDPROTECTED DURING CONSTRUCTION

GRASSED STORMWATER SWALE

PROPOSED PIPE TO BE CONSTRUCTED UNDERADJACENT PROPERTY'S DRIVEWAY TO

DISCHARGE TO EDWARD STREET



PROPERTY BOUNDARY


EASEMENT BOUNDARY


BUILDING

EXISTING BUILDING



1.00

1.00







KERB AND CHANNEL



S S SEWERW W WATER




SF SEDIMENT FENCE



EXISTING KERB

KERB

RTW RETAINING WALL


RL1.234

- **** - GP AASCALE 1:200

0 2 4 6 8 10

PROJECT: JOB No.:


DRAWN:

DESIGN:

CHECKED:

APPROVED:


CLIENT:

DATUM:

SHEET SIZE:

SCALE:


DRAFT 04.12.2020

PLOT

TED:

04.12

.2020

PRELIMINARYA: E:

PO B

ox 2

6, C

arin

a

adm

in@

vtce

.com

.au

Ph:1

300

185

737

QLD

415

2

W:v

tce.

com

.au


V&B HOLDINGS PTY



P400 -PRELIMINARY STORMWATER DRAINAGELAYOUT PLAN

GPAAAA

AS SHOWNA1AHD



DRAFT.Docx

Revision No.: DRAFT


19 | P a g e

Appendix B - Erosion and Sediment Control Hazard Assessment Form

Best Practice Erosion And Sediment Control Erosion Hazard Assessment Form

IECA (Australasia) November 2008 Page 1

Erosion Hazard Assessment Form

Condition Points Score Trigger value

AVERAGE SLOPE OF DISTURBANCE AREA [1] not more than 3% [3% 33H:1V] more than 3% but not more than 5% [5% = 20H:1V] more than 5% but not more than 10% [10% = 10H:1V] more than 10% but not more than 15% [15% 6.7H:1V] more than 15%

0 1 2 4 6

1

4

SOIL CLASSIFICATION GROUP (AS1726) [2] GW, GP, GM, GC SW, SP, OL, OH SM, SC, MH, CH ML, CL, or if imported fill is used, or if soils are untested

0 1 2 3

3

EMERSON (DISPERSION) CLASS NUMBER [3] Class 4, 6, 7, or 8 Class 5 Class 3, (default value if soils are untested) Class 1 or 2

0 2 4 6

4

6

DURATION OF SOIL DISTURBANCE [4] not more than 1 month more than 1 month but not more than 4 months more than 4 months but not more than 6 months more than 6 months

0 2 4 6

4

6

AREA OF DISTURBANCE [5] not more than 1000 m2 more than 1000 m2 but not more than 5000 m2 more than 5000 m2 but not more than 1 ha more than 1 ha but not more than 4 ha more than 4 ha

0 1 2 4 6

1

4

WATERWAY DISTURBANCE [6] No disturbance to a watercourse, open drain or channel Involves disturbance to a constructed open drain or channel Involves disturbance to a natural watercourse

0 1 2

0

2

REHABILITATION METHOD [7] Percentage of area (relative to total disturbance) revegetated by seeding without light mulching (i.e. worst-case revegetation method). not more than 1% more than 1% but not more than 5% more than 5% but not more than 10% more than 10%

0 1 2 4

0

RECEIVING WATERS [8] Saline waters only Freshwater body (e.g. creek or freshwater lake or river)

0 2

2

SUBSOIL EXPOSURE [9] No subsoil exposure except of service trenches Subsoils are likely to be exposed

0 2

2

EXTERNAL CATCHMENTS [10] No external catchment External catchment diverted around the soil disturbance External catchment not diverted around the soil disturbance

0 1 2

0

ROAD CONSTRUCTION [11] No road construction Involves road construction works

0 2

0

pH OF SOILS TO BE REVEGETATED [12] more than pH 5.5 but less than pH 8 other pH values, or if soils are untested

0 1

1

Total Score [13] 18



Explanatory notes

Requirements: Specific issues or actions required by the proponent.

Warnings: Issues that should be considered by the proponent.

Comments: General information relating to the topic. [1] REQUIREMENTS:

For sites with an average slope of proposed land disturbance greater than 10%, a preliminary ESCP must be submitted to the regulatory authority for approval during planning negotiations.

Proponents must demonstrate that adequate erosion and sediment control measures can be implemented on-site to effectively protect downstream environmental values.

If site or financial constraints suggest that it is not reasonable or practicable for the prescribed water quality objectives to be achieved for the proposal, then the proponent must demonstrate that alternative designs or construction techniques (e.g. pole homes, suspended slab) cannot reasonably be implemented on the site.

WARNINGS:

Steep sites usually require more stringent drainage and erosion controls than flatter grade sites. COMMENTS: The steeper the land, the greater the need for adequate drainage controls to prevent soil and mulch from being washed from the site.

[2] REQUIREMENTS:

If the actual soil K-factor is known from soil testing, then the Score shall be determined from Table 1. If a preliminary ESCP is required during planning negotiations, then it must be demonstrated that adequate space is available for the construction and operation of any major sediment traps, including the provision for any sediment basins and their associated embankments and spillways. It must also be demonstrated that all reasonable and practicable measures can be taken to divert the maximum quantity of sediment-laden runoff (up to the specified design storm) to these sediment traps throughout the construction phase and until the contributing catchment is adequately stabilised against erosion.

WARNINGS:

The higher the point score, the greater the need to protect the soil from raindrop impact and thus the greater the need for effective erosion control measures. A point score of 2 or greater will require a greater emphasis to be placed on revegetation techniques that do not expose the soil to direct rainfall contact during vegetation establishment, e.g. turfing and Hydromulching.

COMMENTS: Table 2 provides an indication of soil conditions likely to be associated with a

particular Soil group based on a statistical analysis of soil testing across NSW. This table provides only an initial estimate of the likely soil conditions.



The left-hand-side of the table provides an indication of the type of sediment basin that will be required (Type C, F or D). The right-hand-side of the table provides an indication of the likely erodibility of the soil based on the Revised Universal Soil Loss Equation (RUSLE) K-factor.

Table 3 provides some general comments on the erosion potential of the various

soil groups.

Table 1 – Score if soil K-factor is known

RUSLE soil erodibility K-factor

K < 0.02 0.02<K<0.04 0.04<K<0.06 K > 0.06

Score 0 1 2 3

Table 2 – Statistical analysis of NSW soil data [1]

Unified Soil

Class System

Likely sediment basin classification (%)

Probable soil erodibility K-factor (%) [2]

Dry Wet Low Moderate High Very High

Type C Type F Type D K < 0.02 0.02<K<0.04 0.04<K<0.06 K > 0.06

GM 30 58 12 12 51 26 12

GC 42 33 25 13 71 17 0

SW 40 48 12 49 39 12 0

SP 53 32 15 76 18 5 1

SM 21 67 12 26 48 25 1

SC 26 50 24 16 64 18 2

ML 5 63 32 4 35 45 16

CL 9 51 39 12 56 19 13

OL 2 80 18 34 61 5 1

MH 12 41 48 15 19 41 25

CH 5 44 51 39 43 11 7

Notes: [1] Analysis of soil data presented in Landcom (2004).

[2] Soil erodibility based on Revised Universal Soil Loss Equation (RUSLE) K-factor. Unified Soil Classification System (USCS) GW Well graded gravels, gravel-sand mixtures, little or no fines

GP Poorly graded gravels, gravel-sand mixture, little or no fines

GM Silty gravels, poorly graded gravel-sand-silt mixtures

GC Clayey gravels, poorly graded gravel-sand-clay mixtures

SW Well graded sands, gravelly sands, little or no fines

SP Poorly graded sands, gravelly sands, little or no fines

SM Silty sands, poorly graded sand-silt mixtures

SC Clayey sands, poorly graded sand-clay mixtures

ML Inorganic silts & very fine sands, rock flour, silty or clayey fine sands with slight plasticity

CL Inorganic clays, low–medium plasticity, gravelly clays, sandy clays, silty clays, lean clays

OL Organic silts and organic silt-clays of low plasticity

MH Inorganic silts, micaceous or diatomaceous fine sandy or silty soils, elastic silts

CH Inorganic clays of high plasticity, fat clays

OH Organic clays of medium to high plasticity



Table 3 – Typical properties of various soil groups [1]

Soil Groups Typical properties [2]

GW, GP Low erodibility potential.

GM, GC Low to medium erodibility potential.

May create turbid runoff if disturbed as a result of the release of silt and clay particles.

SW, SP Low to medium erodibility potential.

SM, SC Medium erodibility potential.

May create turbid runoff if disturbed as a result of the release of silt and clay particles.

MH, CH Highly variable (low to high) erodibility potential.

Will generally create turbid runoff if disturbed.

ML, CL High erodibility potential.

Tendency to be dispersive.

May create some turbidity in runoff if disturbed.

Note: [1] After Soil Services & NSW DLWC (1998).

[2] Any soil can represent a high erosion risk if the binding clays or silts are unstable. Table 4 provides general guidelines on the suitability of various soil groups to various engineering applications.

Table 4 – Engineering suitability based on Unified Soil Classification [1]

Unified Soil Class USC

Group

Embankments Fill Slope

stability Untreated

roads Water retaining

Non water

retaining

Well graded gravels GW Unsuitable Excellent Excellent Excellent Average

Poorly graded gravel GP Unsuitable Average Excellent Average Unsuitable

Silty gravels GM Unsuitable Average Good Average Average

Clayey gravels GC Suitable Average Good Average Excellent

Well graded sands SW Unsuitable Excellent Excellent Excellent Average

Poorly graded sands SP Unsuitable Average Good Average Unsuitable

Silty sands SM Suitable [2] Average Average Average Poor

Clayey sands SC Suitable Average Average Average Good

Inorganic silts ML Unsuitable Poor Average Poor Unsuitable

Inorganic clays CL Suitable [2] Good Average Good Poor

Organic silts OL Unsuitable Unsuitable Poor Unsuitable Unsuitable

Inorganic silts MH Unsuitable Poor Poor Poor Unsuitable

Inorganic clays CH Suitable [2] Average Unsuitable Average Unsuitable

Organic clays OH Unsuitable Unsuitable Unsuitable Unsuitable Unsuitable

Highly organic soils Pt Unsuitable Unsuitable Unsuitable Unsuitable Unsuitable

Notes: [1] Modified from Hazelton & Murphy (1992)

[2] Suitable only after modifications to soil such as compaction and/or erosion protection



[3] If the soils have not been tested for Emerson Class, then adopt a score of 4.

REQUIREMENTS: Works proposed on sites containing Emerson Class 1 or 2 soils have a very high pollution potential and must submit a conceptual ESCP to the regulatory authority for review and/or approval (as required by the authority) during planning negotiations.

WARNINGS:

Class 3 and 5 soils disturbed by cut and fill operations or construction traffic are highly likely to discolour stormwater (i.e. cause turbid runoff). Chemical stabilisation will likely be required if these soils are placed immediately adjacent to a retaining wall. Any disturbed Class 1, 2, 3 and 5 soils that are to be revegetated must be covered with a non-dispersive topsoil as soon as possible (unless otherwise agreed by the regulatory authority). Class 1 and 2 soils are highly likely to discolour (pollute) stormwater if exposed to rainfall or flowing water. Treatment of these soils with gypsum (or other suitable substance) will most likely be required. These soils should not be placed directly behind a retaining wall unless it has been adequately treated (stabilised) or covered with a non-dispersible soil.

[4] The duration of disturbance refers to the total duration of soil exposure to rainfall

up until a time when there is at least 70% coverage of all areas of soil. REQUIREMENTS:

All land developments with an expected soil disturbance period greater than 6 months must submit a conceptual ESCP to the regulatory authority for review and/or approval (as required by the authority) during planning negotiations.

COMMENTS:

Construction periods greater than 3 months will generally experience at least some significant storm events, independent of the time of year that the construction (soil disturbance) occurs.

[5] REQUIREMENTS: Development proposals with an expected soil disturbance in excess of 1ha must submit a conceptual ESCP to the regulatory authority for review and/or approval (as required by the regulatory authority) during planning negotiations. The area of disturbance refers to the total area of soil exposed to rainfall or dust-producing winds either as a result of:

(a) the removal of ground cover vegetation, mulch or sealed surfaces;

(b) past land management practices;

(c) natural conditions. WARNINGS:

A Sediment Basin will usually be required if the disturbed area exceeds 0.25ha (2500m2) within any sub-catchment (i.e. land flowing to one outlet point).

COMMENTS: For soil disturbances greater than 0.25ha, the revegetation phase should be staged to minimise the duration for which soils are exposed to wind, rain and concentrated runoff.



[6] REQUIREMENTS: All developments that involve earthworks or construction within a natural watercourse (whether that watercourse is in a natural or modified condition) must submit a conceptual ESCP to the regulatory authority for review and/or approval (as required by the regulatory authority) during planning negotiations. Permits and/or licences may be required from the State Government, including possible submission of the ESCP to the relevant Government department.

[7] REQUIREMENTS: No areas of soil disturbance shall be left exposed to rainfall or dust-producing

winds at the end of a development without an adequate degree of protection and/or an appropriate action plan for the establishment of at least 70% cover.

COMMENTS: Grass seeding without the application of a light mulch cover is considered the

least favourable revegetation technique. A light mulch cover is required to protect the soil from raindrop impact, excessive temperature fluctuations, and the loss of essential soil moisture.

[8] COMMENTS:

All receiving waters can be adversely affected by unnatural quantities of sediment-laden runoff. Freshwater ecosystems are generally more susceptible to ecological harm resulting from the inflow of fine or dispersible clays than saline water bodies. The further inland a land disturbance is, the greater the potential for the released sediment to cause environmental harm as this sediment travels towards the coast. For the purpose of this clause it is assumed that all sediment-laden runoff will eventually flow into saline waters. Thus, sediment-laden discharges that flow first into freshwater are likely to adversely affect both fresh and saline water bodies and are therefore considered potentially more damaging to the environment. This clause does not imply that sediment-laden runoff will not cause harm to saline waters.

[9] COMMENTS:

This clause refers to subsoils exposed during the construction phase either as a result of past land practices or proposed construction activities. The exposure of subsoils resulting from the excavation of minor service trenches should not be considered.

[10] WARNINGS:

The greater the extent of external catchment, the greater the need to divert up-slope stormwater runoff around any soil disturbance. COMMENTS:

The ability to separate “clean” (i.e. external catchment) stormwater runoff from “dirty” site runoff can have a significant effect on the size, efficiency and cost of the temporary drainage, erosion, and sediment control measures.



[11] REQUIREMENTS: Permission must be obtained from the owner of a road reserve before placing any erosion and sediment control measures within the road reserve. WARNINGS: Few sediment control techniques work efficiently when placed on a road and/or around roadside stormwater inlets. Great care must be taken if sediment control measures are located on a public roadway, specifically:

safety issues relating to road users;

the risk of causing flooding on the road or within private property. The construction of roads (whether temporary or permanent) will usually modify the flow path of stormwater runoff. This can affect how “dirty” site runoff is directed to the sediment control measures. COMMENTS: “On-road” sediment control devices are at best viewed as secondary or supplementary sediment control measures. Only in special cases and/or on very small projects (e.g. kerb and channel replacement) might these controls be considered as the “primary” sediment control measure.

[12] WARNINGS:

Soils with a pH less than 5.5 or greater than 8 will usually require treatment in order to achieve satisfactory revegetation. Soils with a pH of less than 5 (whether naturally acidic or in acid sulfate soil areas) may also limit the choice of chemical flocculants (e.g. Alum) for use in the flocculation of Sediment Basins.

[13] REQUIREMENTS: A preliminary ESCP must be submitted to the local government for approval

during the planning phase for any development that obtains a total point score of 17 or greater or when any trigger value is scored or exceeded.



DRAFT.Docx

Revision No.: DRAFT


20 | P a g e

Appendix C - IECA (Australasia) Standard Drawings

Available from: http://www.austieca.com.au/publications/book-6-standard-drawings

Rock Pads for Building Sites ESC-01May-10Drawn: Date:

GMW

CONSTRUCTION NOTES:

MATERIALS

ROCK: WELL GRADED, HARD, ANGULAR, EROSION RESISTANT ROCK, NOMINAL DIAMETER OF 40 TO 75mm.

FOOTPATH STABILISING AGGREGATE: 25 TO 50mm GRAVEL OR AGGREGATE (IF REQUIRED).

GEOTEXTILE FABRIC: HEAVY-DUTY, NEEDLE-PUNCHED, NON-WOVEN FILTER CLOTH (‘BIDIM’ A24 OR EQUIVALENT).

INSTALLATION

1. INSPECT ALL SITE ENTRY AND EXIT POINTS PRIOR TO FORECAST RAIN, DAILY DURING EXTENDED PERIODS OF RAINFALL, AFTER RUNOFF-PRODUCING RAINFALL, OR OTHERWISE AT FORTNIGHTLY INTERVALS.

2. IF SAND, SOIL, SEDIMENT OR MUD IS TRACKED OR WASHED ONTO THE ADJACENT SEALED ROADWAY, THEN SUCH MUST BE PHYSICALLY REMOVED, FIRST USING A SQUARE-EDGED SHOVEL, AND THEN A

STIFF-BRISTLED BROOM, AND THEN BY A MECHANICAL VACUUM UNIT, IF AVAILABLE.

3. IF NECESSARY FOR SAFETY REASONS, THE ROADWAY SHALL ONLY BE WASHED CLEAN AFTER ALL REASONABLE EFFORTS HAVE BEEN TAKEN TO SHOVEL AND SWEEP THE MATERIAL FROM THE ROADWAY.

4. WHEN THE VOIDS BETWEEN THE ROCK BECOMES FILLED WITH MATERIAL AND THE EFFECTIVENESS OF THE ROCK PAD IS REDUCED TO A POINT WHERE SEDIMENT IS BEING TRACKED OFF THE SITE, A NEW 100mm LAYER OF ROCK MUST BE ADDED AND/OR THE ROCK PAD MUST BE EXTENDED.

5. ENSURE ANY ASSOCIATED DRAINAGE CONTROL MEASURES (e.g. FLOW CONTROL BERM) ARE MAINTAINED IN ACCORDANCE WITH THEIR DESIRED OPERATIONAL CONDITION.

6. DISPOSE OF SEDIMENT AND DEBRIS IN A MANNER THAT WILL NOT CREATE AN EROSION OR POLLUTION HAZARD.

ROADWAY

Footpath

Building site 2 m (min)

10 m

(m

in) Land slope

Make safe forpedestrian traffic

Sediment fence

(c) Rock pad sloping towards the road

ROADWAY

Footpath

Building site 2 m (min)

10 m

(m

in)

Land slope


(b) Rock pad sloping away from road

Minimum length 10 m (min)

Width 2.0 m (min)

150 − 200 mm

40 − 75 mm crushed rock

Kerb

Roadway

Footpath


300 mm (min)

Flow control berm incorporated into the rock pad if the pad receives runoff from the building site (location may vary)

Property boundary

Geotextile filter cloth (mandatory when working on clayey soils)

Up-slope runoff directed to an appropriate sediment trap

(a) Rock entry/exit pad for building sites

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Grated Stormwater (Field) InletSediment Trap ESC-02May-10

Drawn: Date:

GMW

Sediment collection pitexcavated around inlet

Grate wrapped in non-wovenfilter cloth (woven sediment fence fabric only used in heavy traffic areas)

Stormwater inlet grate

(b) Typical details of excavated sediment collection trench

Sediment collection pit excavated around inlet

(a) Fabric wrap drop inlet protection with trench

MATERIALS

FABRIC (LIGHT TRAFFIC AREAS): HEAVY-DUTY, NEEDLE-PUNCHED, NON-WOVEN FILTER CLOTH (‘BIDIM’ A34 OR EQUIVALENT).

FABRIC (HEAVY TRAFFIC AREAS): POLY-PROPYLENE, POLYAMIDE, NYLON, POLYESTER, OR POLYETHYLENE WOVEN OR NON-WOVEN REINFORCED FABRIC. THE FABRIC WIDTH SHOULD BE AT LEAST 700mm, WITH A MINIMUM UNIT WEIGHT OF 140g/m2. FABRICS SHOULD CONTAIN ULTRAVIOLET INHIBITORS AND STABILISERS TO PROVIDE A MINIMUM OF 6 MONTHS OF USEABLE CONSTRUCTION LIFE (ULTRAVIOLET STABILITY EXCEEDING 70%).

INSTALLATION

1. REFER TO APPROVED PLANS FOR LOCATION AND DIMENSIONAL DETAILS. IF THERE ARE QUESTIONS OR PROBLEMS WITH THE LOCATION, DIMENSIONS OR METHOD OF INSTALLATION CONTACT THE ENGINEER OR RESPONSIBLE ON-SITE OFFICER FOR ASSISTANCE.

2. ENSURE THAT THE INSTALLATION OF THE SEDIMENT TRAP WILL NOT CAUSE UNDESIRABLE SAFETY OR FLOODING ISSUES.

3. SELECT THE APPROPRIATE FABRIC FOR THE SITE CONDITIONS.

4. WRAP THE FABRIC AROUND OR OVER THE STORMWATER INLET GRATE IN SUCH A MANNER THAT PREVENTS ANY WATER ENTERING THE STORMWATER INLET WITHOUT PASSING THROUGH THE FABRIC.

5. ENSURE ALL OTHER FLOW ENTRY POINTS ARE COVERED WITH FABRIC SUCH THAT WATER CANNOT ENTER THE STORMWATER INLET WITHOUT PASSING THROUGH A SUITABLE FILTER.

6. TAKE ALL NECESSARY MEASURE TO MINIMISE SAFETY OR FLOODING RISK CAUSED BY OPERATION OF THE SEDIMENT TRAP.

MAINTENANCE

1. INSPECT THE BARRIER AFTER EACH RUNOFF-PRODUCING RAINFALL EVENT AND MAKE REPAIRS AS NEEDED TO THE SEDIMENT TRAP.

2. REMOVE COLLECTED SEDIMENT AND DISPOSE OF IN A SUITABLE MANNER THAT WILL NOT CAUSE AN EROSION OR POLLUTION HAZARD.

3. REPLACE THE FABRIC IF IT IS TORN OR DAMAGED.

4. SEDIMENT DEPOSITS SHOULD BE REMOVED IMMEDIATELY IF THEY REPRESENT A SAFETY RISK.

REMOVAL1. WHEN THE UP-SLOPE DRAINAGE AREA HAS BEEN STABILISED, REMOVE ALL MATERIALS INCLUDED DEPOSITED SEDIMENT AND DISPOSE OF IN A SUITABLE MANNER THAT WILL NOT CAUSE AN EROSION OR POLLUTION HAZARD.

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Kerb Inlet Sediment Traps ESC-03Dec-09Drawn: Date:

GMW

Side inlet remains open

PVC pipe spacers

Filter sock

Gully grate wrapped in non-woven filter fabric(minimum, bidim A34 or equivalent)

(b) Sag inlet sediment trap

Filter socks may need to fully surround the inlet to intercept sediment runoff from the road and verge

4.0 m (min)

Filter socks overlaponto kerb

Run-off

Bypass flow

Sedimentpond

1 m (max) on public roads

(a) On-grade kerb inlet sediment trap

MATERIALS

SOCKS: MINIMUM 200mm DIAMETER SYNTHETIC OR BIODEGRADABLE TUBES MANUFACTURED FROM NON-WOVEN OR COMPOSITE FABRIC SUITABLE FOR THE ‘FILTRATION’ OF COARSE SEDIMENTS.

FILL MATERIAL: STRAW, CANE MULCH, COMPOSTED MATERIAL (AS4454), COARSE SAND, OR CLEAN AGGREGATE.

STAKES: MINIMUM 25 x 25mm TIMBER.

INSTALLATION1. REFER TO APPROVED PLANS FOR LOCATION AND INSTALLATION DETAILS. IF THERE ARE QUESTIONS OR PROBLEMS WITH THE LOCATION, DIMENSIONS OR METHOD OF INSTALLATION CONTACT THE ENGINEER OR RESPONSIBLE ON-SITE OFFICER FOR ASSISTANCE.

2. ENSURE THE SOCKS ARE PLACED INDIVIDUALLY OR COLLECTIVELY (AS A SINGLE SEDIMENT TRAP) SUCH THAT:(i) LEAKAGE AROUND OR UNDER THE SOCKS IS MINIMISED;(ii) ADJOINING SOCKS ARE TIGHTLY BUTTED OR OVERLAPPED AT LEAST 450mm;(iii) THE SURFACE AREA OF POTENTIAL WATER PONDING UP-SLOPE OF EACH SEDIMENT TRAP IS MAXIMISED;(iv) TO THE MAXIMUM DEGREE PRACTICAL, ALL SEDIMENT-LADEN WATER WILL PASS THROUGH THE FORMED POND BEFORE FLOWING OVER THE DOWN-SLOPE END OF THE SEDIMENT TRAP.

3. WHEN PLACED ACROSS THE INVERT OF MINOR DRAINS, ENSURE THE SOCKS ARE PLACED SUCH THAT:(i) THE CREST OF THE DOWNSTREAM SOCK IS LEVEL WITH THE CHANNEL INVERT AT THE IMMEDIATE UPSTREAM SOCK (IF ANY);

(ii) EACH SOCK EXTENDS UP THE CHANNEL BANKS SUCH THAT THE CREST OF THE SOCK AT ITS LOWEST POINT IS LOWER THAN GROUND LEVEL AT EITHER END OF THE SOCK.

4. IF STAKES ARE REQUIRED TO ANCHOR THE SOCKS, THEIR SPACING DOES NOT EXCEEDING 1.2m OR SIX TIMES THE SOCK DIAMETER (WHICHEVER IS THE LESSER). A MAXIMUM STAKE SPACING OF 0.3m APPLIES WHEN USED TO FORM CHECK DAMS.

MAINTENANCE1. INSPECT ALL FILTER SOCKS PRIOR TO FORECAST RAIN, DAILY DURING EXTENDED PERIODS OF RAINFALL, AFTER SIGNIFICANT RUNOFF PRODUCING STORMS OR OTHERWISE AT WEEKLY INTERVALS.

2. REPAIR OR REPLACE DAMAGED SOCKS.

3. THE BULK OF THE SEDIMENT COLLECTED BEHIND THE FILTER SOCKS SHOULD BE REMOVED BY SHOVEL AFTER EACH STORM EVENT.

4. REMOVE COLLECTED SEDIMENT AND DISPOSE OF IN A SUITABLE MANNER THAT WILL NOT CAUSE AN EROSION OR POLLUTION HAZARD.

REMOVAL1. ALL SAND, SOIL, SEDIMENT OR MUD MUST BE PHYSICALLY REMOVED FROM SEALED SURFACES, FIRST USING A SQUARE-EDGED SHOVEL, AND THEN A STIFF-BRISTLED BROOM, AND THEN BY A MECHANICAL VACUUM UNIT, IF AVAILABLE.

2. IF NECESSARY FOR SAFETY REASONS, THE SEALED SURFACE SHALL ONLY BE

WASHED CLEAN AFTER ALL REASONABLE EFFORTS HAVE BEEN TAKEN TO SHOVEL AND SWEEP THE MATERIAL FROM THE SURFACE.

3. DISPOSE OF COLLECTED SEDIMENT IN A SUITABLE MANNER THAT WILL NOT CAUSE AN EROSION OR POLLUTION HAZARD.

4. ALL SYNTHETIC (PLASTIC) MESH OR OTHER NON READILY BIODEGRADABLE MATERIAL MUST BE REMOVED FROM THE SITE ONCE THE SLOPE OR DRAIN IS STABILISED, OR THE SOCKS HAVE DETERIORATED TO A POINT WHERE THEY ARE NO LONGER PROVIDING THEIR INTENDED DRAINAGE OR SEDIMENT CONTROL FUNCTION.

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Sediment Fence ESC-04Dec-09Drawn: Date:

GMW

Notes:

1. Sediment fence to be installed along a line of constant ground elevation wherever practical.

2. Both end of the sediment fence to extend up the slope at least 1m.

3. Support post to be spaced a maximum 2m unless the fence is supported by a top wire or wire mesh backing, in which case 3m maximum spacing.

4. Fence ‘returns’ shall be installed at maximum 20m spacing if fence is installed along the contour, otherwise 5 to 10m maximum spacing.

5. Minimum 4 staples or tie wires per stake.

3 m (max) with wire backing,otherwise 2 m (max)

Direction of flow

All support posts placed down-slope of fabric

Sediment fence fabric,not filter cloth or shade cloth

‘Returns’ placed at 20 m spacing (max) if fence is located along the contour, otherwise 5 to 10 m depending on slope

Fabric buried 200 mm

1.5 m (min)

(i) Installation of sediment fence

Top wiresupport

3000 mm (max) with top wireor wire mesh backingWoven or

composite sedimentfence fabric

Sheet flow

Post

200 (min)1 m (max)

secure fabricto wire

(h) Installation with top wire support

Fabric B

Fabric A

(g) Joining fabric - Method 2

Safety capSupport post option 11500 mm2 hardwood stake

Support post option 21.5 kg/m steel star picket

Staple/tack

Fabric

Straw bale

Sediment

200 mm

(f) Placement of up-slope straw bale

300 mm (min)

W

(e) Spill-through weir

2000 mm (max) withoutsupport wire

Woven or composite sedimentfence fabric

Sheet flow

Post

200 (min)

(d) Installation without backing support

PostB

PostA

Fabric B

Fabric A

(c) Joining fabric - Method 1

Fabric to fold around each stake one full turn.Stake B to be drive tightly against Stake A.The tops of both stakes to be secured with wire.

Fabric

Back fill

Post

Fabric

Soil

Clean sand or aggregate

200 mm 300 mm

(b) Anchoring base of fabric

Final batter

Fabric

Post

2 m

(a) Location of fence relative to base of slope

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Sediment Fence ESC-05May-10Drawn: Date:

GMW

MATERIALS

FABRIC: POLYPROPYLENE, POLYAMIDE, NYLON, POLYESTER, OR POLYETHYLENE WOVEN OR NON-WOVEN FABRIC, AT LEAST 700mm IN WIDTH AND A MINIMUM UNIT WEIGHT OF 140g/m2. ALL FABRICS TO CONTAIN ULTRAVIOLET INHIBITORS AND STABILISERS TO PROVIDE A MINIMUM OF 6 MONTHS OF USEABLE CONSTRUCTION LIFE (ULTRAVIOLET STABILITY EXCEEDING 70%).

FABRIC REINFORCEMENT: WIRE OR STEEL MESH MINIMUM 14-GAUGE WITH A MAXIMUM MESH SPACING OF 200mm.

SUPPORT POSTS/STAKES: 1500mm2 (MIN) HARDWOOD, 2500mm2 (MIN) SOFTWOOD, OR 1.5kg/m (MIN) STEEL STAR PICKETS SUITABLE FOR ATTACHING FABRIC.

INSTALLATION

1. REFER TO APPROVED PLANS FOR LOCATION, EXTENT, AND REQUIRED TYPE OF FABRIC (IF SPECIFIED). IF THERE ARE QUESTIONS OR PROBLEMS WITH THE LOCATION, EXTENT, FABRIC TYPE, OR METHOD OF INSTALLATION CONTACT THE ENGINEER OR RESPONSIBLE ON-SITE OFFICER FOR ASSISTANCE.

2. TO THE MAXIMUM DEGREE PRACTICAL, AND WHERE THE PLANS ALLOW, ENSURE THE FENCE IS LOCATED:(i) TOTALLY WITHIN THE PROPERTY BOUNDARIES;(ii) ALONG A LINE OF CONSTANT ELEVATION WHEREVER PRACTICAL;(iii) AT LEAST 2m FROM THE TOE OF ANY FILLING OPERATIONS THAT MAY RESULT IN SHIFTING SOIL/FILL DAMAGING THE FENCE.

3. INSTALL RETURNS WITHIN THE FENCE AT MAXIMUM 20m INTERVALS IF THE FENCE IS INSTALLED ALONG THE CONTOUR, OR 5 TO 10m MAXIMUM SPACING (DEPENDING ON SLOPE) IF THE FENCE IS INSTALLED AT AN ANGLE TO THE CONTOUR. THE ‘RETURNS’ SHALL CONSIST OF EITHER:(i) V-SHAPED SECTION EXTENDING AT LEAST 1.5m UP THE SLOPE; OR(ii) SANDBAG OR ROCK/AGGREGATE CHECK

DAM A MINIMUM 1/3 AND MAXIMUM 1/2 FENCE HEIGHT, AND EXTENDING AT LEAST 1.5m UP THE SLOPE.

4. ENSURE THE EXTREME ENDS OF THE FENCE ARE TURNED UP THE SLOPE AT LEAST 1.5m, OR AS NECESSARY, TO MINIMISE WATER BYPASSING AROUND THE FENCE.

5. ENSURE THE SEDIMENT FENCE IS INSTALLED IN A MANNER THAT AVOIDS THE CONCENTRATION OF FLOW ALONG THE FENCE, AND THE UNDESIRABLE DISCHARGE OF WATER AROUND THE ENDS OF THE FENCE.

6. IF THE SEDIMENT FENCE IS TO BE INSTALLED ALONG THE EDGE OF EXISTING TREES, ENSURE CARE IS TAKEN TO PROTECT THE TREES AND THEIR ROOT SYSTEMS DURING INSTALLATION OF THE FENCE. DO NOT ATTACH THE FABRIC TO THE TREES.

7. UNLESS DIRECTED BY THE SITE SUPERVISOR OR THE APPROVED PLANS, EXCAVATE A 200mm WIDE BY 200mm DEEP TRENCH ALONG THE PROPOSED FENCE LINE, PLACING THE EXCAVATED MATERIAL ON THE UP-SLOPE SIDE OF THE TRENCH. 8. ALONG THE LOWER SIDE OF THE TRENCH, APPROPRIATELY SECURE THE STAKES INTO THE GROUND SPACED NO GREATER THAN 3m IF SUPPORTED BY A TOP SUPPORT WIRE OR WEIR MESH BACKING, OTHERWISE NO GREATER THAN 2m.

9. IF SPECIFIED, SECURELY ATTACH THE SUPPORT WIRE OR MESH TO THE UP-SLOPE SIDE OF THE STAKES WITH THE MESH EXTENDING AT LEAST 200mm INTO THE EXCAVATED TRENCH. ENSURE THE MESH AND FABRIC IS ATTACHED TO THE UP-SLOPE SIDE OF THE STAKES EVEN WHEN DIRECTING A FENCE AROUND A CORNER OR SHARP CHANGE OF DIRECTION.

10. WHEREVER POSSIBLE, CONSTRUCT THE SEDIMENT FENCE FROM A CONTINUOUS ROLL OF FABRIC. TO JOIN FABRIC EITHER:(i) ATTACH EACH END TO TWO OVERLAPPING STAKES WITH THE FABRIC FOLDING AROUND THE ASSOCIATED STAKE ONE TURN, AND WITH

THE TWO STAKES TIED TOGETHER WITH WIRE; OR(ii) OVERLAP THE FABRIC TO THE NEXT ADJACENT SUPPORT POST.

11. SECURELY ATTACH THE FABRIC TO THE SUPPORT POSTS USING 25 X 12.5mm STAPLES, OR TIE WIRE AT MAXIMUM 150mm SPACING.

12. SECURELY ATTACH THE FABRIC TO THE SUPPORT WIRE/MESH (IF ANY) AT A MAXIMUM SPACING OF 1m.

13. ENSURE THE COMPLETED SEDIMENT FENCE IS AT LEAST 450mm, BUT NOT MORE THAN 700mm HIGH. IF A SPILL-THOUGH WEIR IS INSTALLED, ENSURE THE CREST OF THE WEIR IS AT LEAST 300mm ABOVE GROUND LEVEL.

14. BACKFILL THE TRENCH AND TAMP THE FILL TO FIRMLY ANCHOR THE BOTTOM OF THE FABRIC AND MESH TO PREVENT WATER FROM FLOWING UNDER THE FENCE.

ADDITIONAL REQUIREMENTS FOR THE INSTALLATION OF A SPILL-THROUGH WEIR

1. LOCATE THE SPILL-THROUGH WEIR SUCH THAT THE WEIR CREST WILL BE LOWER THAN THE GROUND LEVEL AT EACH END OF THE FENCE.

2. ENSURE THE CREST OF THE SPILL-THROUGH WEIR IS AT LEAST 300mm THE GROUND ELEVATION.

3. SECURELY TIE A HORIZONTAL CROSS MEMBER (WEIR) TO THE SUPPORT POSTS/ STAKES EACH SIDE OF THE WEIR. CUT THE FABRIC DOWN THE SIDE OF EACH POST AND FOLD THE FABRIC OVER THE CROSS MEMBER AND APPROPRIATELY SECURE THE FABRIC.

4. INSTALL A SUITABLE SPLASH PAD AND/OR CHUTE IMMEDIATELY DOWN-SLOPE OF THE SPILL-THROUGH WEIR TO CONTROL SOIL EROSION AND APPROPRIATELY DISCHARGE THE CONCENTRATED FLOW PASSING OVER THE WEIR.

MAINTENANCE

1. INSPECT THE SEDIMENT FENCE AT LEAST WEEKLY AND AFTER ANY SIGNIFICANT RAIN. MAKE NECESSARY REPAIRS IMMEDIATELY.

2. REPAIR ANY TORN SECTIONS WITH A CONTINUOUS PIECE OF FABRIC FROM POST TO POST.

3. WHEN MAKING REPAIRS, ALWAYS RESTORE THE SYSTEM TO ITS ORIGINAL CONFIGURATION UNLESS AN AMENDED LAYOUT IS REQUIRED OR SPECIFIED.

4. IF THE FENCE IS SAGGING BETWEEN STAKES, INSTALL ADDITIONAL SUPPORT POSTS.

5. REMOVE ACCUMULATED SEDIMENT IF THE SEDIMENT DEPOSIT EXCEEDS A DEPTH OF 1/3 THE HEIGHT OF THE FENCE.

6. DISPOSE OF SEDIMENT IN A SUITABLE MANNER THAT WILL NOT CAUSE AN EROSION OR POLLUTION HAZARD.

7. REPLACE THE FABRIC IF THE SERVICE LIFE OF THE EXISTING FABRIC EXCEEDS 6-MONTHS.

REMOVAL

1. WHEN DISTURBED AREAS UP-SLOPE OF THE SEDIMENT FENCE ARE SUFFICIENTLY STABILISED TO RESTRAIN EROSION, THE FENCE MUST BE REMOVED.

2. REMOVE MATERIALS AND COLLECTED SEDIMENT AND DISPOSE OF IN A SUITABLE MANNER THAT WILL NOT CAUSE AN EROSION OR POLLUTION HAZARD.

3. REHABILITATE/REVEGETATE THE DISTURBED GROUND AS NECESSARY TO MINIMISE THE EROSION HAZARD.

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DRAFT.Docx

Revision No.: DRAFT


21 | P a g e

Appendix D - South Burnett Regional Council Flood Hazard Overlay Mapping

Overlay Map - 3.1

Overlay Map Overview

Date: 27/09/2017

SOUTH BURNETTREGIONAL COUNCIL

Planning Scheme

Flood Hazard Overlay

North BurnettRegional Council

North BurnettRegional Council

SomersetRegional Council

ToowoombaRegional Council

Western DownsRegional Council

Cherbourg AboriginalShire Council

Fraser CoastRegional Council

Gympie RegionalCouncil

Kingaroy(see Map - OM3.2)

Nanango(see Map - OM3.3)

Blackbutt(see Map - OM3.4)

Murgon(see Map - OM3.5)

Wondai(see Map - OM3.6)

Proston(see Map - OM3.7)

LegendFlood Hazard Area*

Cadastre BoundarySouth Burnett Local Government AreaAdjoining Local Government AreasRoadWaterbodies and waterways

Approx Scale @ A0 - 1:160,000

A

A

B

B

C

C

D

D

E

E

F

F

G

G

H

H

8 8

7 7

6 6

5 5

4 4

3 3

2 2

1 1

F0 5 10 15

Km

South Burnett

*Disclaimer: This Overlay Map is based on an analysis of potential floodhazard. It is not a map of known flood inundation associated with anyspecific flood event type.

Cadastre Disclaimer:Users of the information recorded in this document (the Information) accept all responsibility and riskassociated with the use of the Information and should seek independent professional advice in relation todealings with property. Despite the department's best efforts, it makes no representations or warranties inrelation tothe Information, and, to the extent permitted by law, exclude or limit all warranties relating to correctness,accuracy, reliability, completeness or currency and all liability for any direct, indirect and consequential costs,losses, damages and expenses incurred in any way (including but not limited to that arising from negligence)in connection with any use of or reliance on the Information.(c) The State of Queensland (Dept. of Natural Resources and Mines) 27/09/2017Disclaimer:While every care is taken to ensure the accuracy of this map, South Burnett Regional Council makes norepresentations or warranties about its accuracy, reliability, completeness or suitability for any particularpurpose and disclaims all responsibility and all liability (including without limitation, liability in negligence) forall expenses, losses, damage (including indirect or consequential damage) and costs which might incur as aresult of the data being inaccurate or incomplete in any way and for any reason.(c) Copyright South Burnett Regional Council 2017Gazettal Date: To be determinedMap Grid of Australia (MGA) Zone 56 Geocentric Datum of Australia (GDA) 94

Overlay Map - 3.2


Date: 27/09/2017


Planning Scheme


Pine C

ourt

Redvale Road

Brittany Court

Malar Road

Kingaroy Barkers Creek Road

Buny

aHigh

way

Steele Court

Road

Macdiarmid Street

Barw

ick Street

Agnes Street

Logan StreetBe

lleSt

re et

Webster Street

Moon

yaS t

reet

Wi ed

e nS t

re et

Knight Street

First

A ve n

ue

Ri xon

Street

Trussell Street

Haly Stree t

Industrial Aven ue

KentStree

t

Road

Daph

neSt

reet

Tuite

Stree

t

Kear n

eySt

r eet

Panorama Parade

Nobby Way

Redm

ansRo

ad

Gumtre

e Drive

Pathway

Boon

enne

El le s

m ere

Road

Geritz Road

Borcharts Road

Jacaranda Avenue

Buchanan Street

Road

Sawtell Street

Olive Grove

BottlebrushStreet

Curtis Road

Lara

Cour t

Taylors Road

Earl Street

Victoria Street

Rae Street

Prince Street

Poun

d Stre

e t

Reservoir Street

Gilbert Street

Joseph Street

Nolan Dr ive

Man t

Stree

t

Gabb

eeS t

reet

Keith Shaw Drive

Murray Parade

Marga

retSt

reet

Road

K inga

roySt

re et

Dell Cou r t

First

Aven

ue

Alford Street

King Street

Kelvyn Street

Markwell Street

Darcie Street

Dundas Road

Hodg

e sRo

a d

River Road

Hi llv ie

wPa

rade

Avoc

ado C

rescen

t

Clark

And S

wen d

s onR

o ad

Wes

t Stre

et

Schellbachs Road

Pereg

rine D

rive

Road

Mclau

ghlin

Stre et

Savo y

Cou rt

Haly Street

Thelm

a Stre

et

B uny a

Hi gh w

ay

Doonkuna S tree t

Fitzroy Street

Freemans Lane

Power Street

Graham Street

Alford Street East

River Road

GeorgeStreet

Ro s e Court

Lister Court

Olc

Railw

a yTe

rrace

Gwen

Stree

t

Franc

isS t

re et

Tarong Drive

Road

Pioneer Avenue

Hans

enCo

ur t

S ilk y

Oak D

riv e

Darryl Crescent

K ingaroy Barkers Creek Road

Weens Road

Redm

ans R

o ad

Hoopers Road

Siefe r

tStre

et

Buny

aHigh

way

Saley

a rds R

oad

Luck

Roa d

Hoopers Road

Raintree Avenue

Evelyn Street

Court Lane

IanSt

reet

Oasis Drive

Cornish Street

Booth Street

Hornl

eyRo

ad

Rose

ll aPa

rade

Poinciana Avenue

Road

Kingfi

sher

Way

Ferne Road

Olc

Parks

id eDr

i ve

Moun

t Jon

esAv

enue

Mur ph

ySt r e

et

Stehbens Street

Kurtellen Crescent

Rege

ntSt

reet

MaryStree

t

D'Aguilar Highway

Gladys Street

Ivy Street

Jubilee Street

D'Aguilar Highway

Hilltop Court

Road

Melis

saA v

enue

Bella Vista Avenue

Harris Road

Allan Place

Smith

S treet

Harris Road

Pathway

River Road

Brid g

e tCa

rrol l R

oad

Weens Road

Buck

ingham

Street

Warren Tru ss Dri ve

D'Aguilar Highway

Temporarily Closed Road

Kinga

roySt

reet

B il lP la c e

Olc

Casua

rinaSt

r eet

Meiers Road

Prem

ie rD r

ive

King

aroyB

arkers

Cree

kRoa

d

Tidar

Court

Gwalia Court

South Lane

Glen

d onS

t ree t

Avoca Street

Val l e

y St re

et

Kathy Street

Norm

a nSt

reet

Farr Street

Moore

Stree

t

CircularPlace

Kefford Street

N evill

ePlac

e

Soren

sen S

treet

Coral Street

Martin Place

Irene Street

C lub L

ane

Pathw

ay

Grant Avenue

Daisy Court

Lyons Road

Haly Street

Kinga

royCo

oyar

Roa d

James Street

Haydens Road

Schellbac hs Road

Frang

ip an i

Dri ve

Cock

atoo C

ourt

Hornl

eyRo

ad

Macaulay Dr ive

Cowie Drive

Fairview Drive

Youngman Street

Thor n

Str ee

t

Alice Street

Venman Street

Road

Carinya Street

Barro

n Park

Dri ve

Queen Street

North Street

Windso

r Circ

le

Roa d

Young

man S

t ree t

David

P lac e

Adermann Drive

Floren

ceSt

r eet

M arjo

rieSt

reet

Jar r a

hStr e

et

Duke Street

B ridg

eman

Par ad

e

Noel Street

Wattle Street

Bun y

a Hi gh

w ay

Road

Tivoli Drive

Eden

vale

Sou th

Road

Pathway

Wes

t Stre

et

Toomey Street

Tes s

m ann

s Roa

d

Road

Gatto

Stree

t

D iamond Court

Tes s

mann

s Roa

dNo rt

h

P atric

k Stre

et

Roger

s Drive

Wal t

erRo

a d

Jean Street

Burne

tt Stre

et

River Road

Carroll Street

Wil lo

w glen

Stree

tGooy

ong S

t reet

F ish e

r St re

et

Haly Street

Some

rsetS

treet

Holliday Street

Albert Street

V erno

r Plac

e

Roberta Street

Peter Real Court

Taylors Road

Moun

t Woo

ro ol in

Road

Kinga

royC o

oyar

Road

Ush e

rsRo

ad

Anne Court

John Stree

t

Ashby Court

Will ia

mSt

reet

Sonaree Drive

Acrea

geAv

enue

Lorikeet Circuit

Wiedens Road

Hodg

e Stre

e t

Rita

Court

Ivins S treet

Goessling Street

Henry Street

Reen Street

Youn

gman

Stre e

t

Freeman Court

Edward Street

Doonkuna Street

Eden

valeN

o rth R

oad

Ba nksia Drive

Palm Court

Baron Stree

t

Alford Street

Irwi ns

Road

Arthu

r Stre

et

R ose

dal e

Stree

t

Matthew Street

Berna

rdCr

esce

nt

Tes s

m ann

s Roa

d

Curtis Road

Stolz

enbe

rgS t

reet

Princess Court

Geale Street




A

A

B

B

C

C

D

D

E

E

F

F

G

G

H

H

8 8

7 7

6 6

5 5

4 4

3 3

2 2

1 1

F0 0.3 0.6 0.9

Km

Kingaroy



Overlay Map - 3.3


Date: 27/09/2017


Planning Scheme


Road

D'Aguilar Highway

Izzard

s Ro a

d

O liv er R oa d

Elouera Drive

Andre

ssLa

ne

Vol le

rSt re

et

Phip p

s Str e

etEa

s t

Brisb

a ne S

tr eet

Bunker A venue

Li tt le

Dray

to nS t

re et

C onro

y St re

et

Cairn

s St re

et

Road

Eagle Street

D'Aguilar Highway

Dalby Street

Drayton Street

D'Aguilar Highway

Mcewans Road

Hospital Terrace

Alfred Street

Kiml i n

S tree

t

Roa d

Haz e

ldean

Road

Nanango Tarong Road

Race

cours

e Roa

d

North Kerton Road

TimDwyerRoad

Mag e

e Roa

d

Greenwood Creek Road

Mercer S

pringat

e Road

Cobb

yServ

iceRo

ad

H ow le

t t Lan

e

OldRifleR ange Road

Parso

nsSt

reet

Norm

anby

Stree

t

Flag Street

Road

Rai lw

ayLa

ne

Bri gh

t St re

et

The Heights Road

Caffc

ry sS t

re et

Nanango Tarong Road

Cafferys Road

Bowhunters Road

Pitts Road

Tara

Aven

ue

Road

Mill Flat Road

Hicken Way

Mercer Springate Road

Greenwood Creek Road

Burn e

tt Stre

et

Church StreetMc

g inl ey

Road

Brown Street

Arthur Street West

Jones Street

SelbyLa

ne

South Street

Ches

terS t

reet

Nanango Brooklands Road


Road

Mcnamara Road

Road

Fleming Street

Knowles Street

Ironbark Place

D'Aguilar Highway

Mul l e

r St re

e t

Kluve

rLa n

e

Pal ac

e La n

e

Ridle

y Stre

et

Wills Street East

Gold Str eet

W Dugdell Road

Izzard

s Roa

d

Fairbrother Road

Mount Stanley Road

Burne

ttHigh

way

Horne La ne

E ast Nanango GrindstoneRoad

Templetons Road

Lanes Road

Alex a

n der

Lane

Road

Wick

ham

Stree

t

Darli

Stree

t

Birdie Street

Appin Street West

Mount S

tanley

Road

Oleander Street

Appin Street East

Phipps Street West

Millis

Way

G S Wils on Drive

Paige Road

Bush

nel l s

Roa d

Mount StanleyRoad

Lanigan Road

East Nanango Road

Bullcamp Road

Snow

ysKn

obRo

ad

Brights Road

O ldE sk Nor th Road

Whitaker Road

Road

Henry

S tree

t

G ipp

s St re

et

Dalk e

it hSt

reet

Butt s

L ane

Frank

Brown

Road

Wills Street West

Old Brights Road

Old Esk North Road

Hay Street

Che s

terSt

reet

Drayton Street

Hawthorne Street


D'Ag u

i l ar H

ig hwa

y

Embre y Road

NanangoTarong Road

Parsons Road

OldY

arram

anRo

ad

Road

HamiltonRoad

Cobby Road

Mount Stanley Road

Treeby Place

Brights Road

Youn

g Lan

e

Heathermore Lane

Munro

Stree

t

Deakin Crescent

Finlay Road

KingStree

t

Hom e

Stre e

t

C orbe

t t St re

e t

Silverleaf Road

Burne

t t Str e

et

Georg

e Stre

et

Scott Street Arthur Street East

Road

Lee Place

Camp Creek Road

Hunte

rSt re

et Road

S out h

Ker t o

n Roa

d

Road

Locke Lane

Road

Fitzro

y Stre

et

Georg

eStre

etN o

rth

Wa lt

ersL a

ne

Road

Cairn

s Stre

et

Lan e

Elk Street Bris b

ane S

tree t

R oad

Phipps Street East

Chap

pel l R

o ad

Hib i scus Court

Rosies Road

Car be en Cre sc en t

Kurra

jong D

ri ve

Golf View Drive

The Heights Roa d

Wee

ronga

Place

O ld Rifle Range Road

Rural Road

Tay lo

r St re

et

Burne

tt High

way

Downing Street

Home

Stree

t

Georg

e St re

e t

D'Aguilar Highway

O'Callaghan StreetLane

Goode StreetPione

erPa

rkLa

n e

Road

Gipp

s St re

et

Grey Street

Le eCourt




A

A

B

B

C

C

D

D

E

E

F

F

G

G

H

H

8 8

7 7

6 6

5 5

4 4

3 3

2 2

1 1

F0 0.3 0.6 0.9

Km

Nanango



Overlay Map - 3.4


Date: 27/09/2017


Planning Scheme


SomersetRegional Council



Coulson Street

Miller Street

Allery Street

Joh n

Stree

t

B re t t

Roa d

Nukk

u Roa

d

Knaggs Court

Hart S

treet

Road

Road

Hayne Kite Millar Road

Anita

Road

Crumpton Drive

Margaret Street

Blackbutt Street

James Street

Cameron Road

Haynes Kite Millar Road

S usan Close

Ness Wilson Road

Nukku Road Bygra

veSt

reet

Staine sR

oad

Sutto

n Stre

e t

Boobi

r Cree

kRoad

Hath away Street


Boobir Dam RoadD'Aguilar Highway

Gree

nhil l s

Drive

Servic

eRoa

d

P ack

erRo

ad

Creek Street

Charles Street

Glad

ysSt

reet

Muir Street

Scott Street

Steven Street

Blackbutt Crows Nest RoadTa

romeo

C our t

Blac k

but t C

rows N

est R

oad

Road

Reservoir Service Road

Myrtle Court

Crumpton Drive

Farrin

gton R

oad

Road

Road

Road

Crofton Street

Nukku Nor th Road

Eni d

Cou rt

Boob

ir Cree

k Roa

d


Nukku North Road

Langton Road

Nukk

u Roa

d

Pack

erRo

ad

RoadRoad

Muir S

t reet

P ine S

t ree t

L ane

Road

Road

Goog

a Cree

k Roa

d

Blackbutt Crows Nest Road

Elizabeth Street

Road

Wil l ia

msRo

a d

Martin Crescent

Railw

aySt

reet

Douglas Street

Fern Street

George Street

Blackbutt Crows Nest Road

Corco

ranRo

ad

Bowm

anRo

ad

D'Aguilar Highway

Stain

esRo

ad

Road

Thomas Street

Mclaughlan Road

Stain

esRo

ad

Gilliland Crescent

Gros

veno

rLan

e

Morris Street

Gibson Road

Williams Road

Ches

ter-Le

Stree

t

L orn a

Cou rt

Road

D'Aguilar Highway

Willia

msRo

ad

Bunya W ay

Hayne Kite Millar Road

Nukku NorthRoad

Haynes Ki teMilla

r Road

Ogilvie Ro

ad

Lane

Jan ic

e Cou

rt

D'Aguilar Highway

Road




A

A

B

B

C

C

D

D

E

E

F

F

G

G

H

H

8 8

7 7

6 6

5 5

4 4

3 3

2 2

1 1

F0 0.3 0.6 0.9

Km

Blackbutt



Overlay Map - 3.5


Date: 27/09/2017


Planning Scheme



Cooper Street

Gayndah Road

Bunya Highway

Chataw

ayStree

t

Road

Rewa

ldSt

re et

Bunya Highway

Pears

onSt

re et

Holz Court

Gesslers R oad

Has tings Street

Palmer Street East

Cobb Street Sout h

Jefferies Street

Barambah Road

Simpso nsRo

ad

WallaceStreet

Ferris Road

Le itch St reet

Thompson Street

Palmer Street West

Caswell Stree t Arnell S

treet

Arms

trong

Stree

t

Garrick Street

Macalist

er Stree

t

Hetheringtons Road

Coronation Drive

Sommer vi ll eS tr ee t

W ils on S tre e t

Mollenhauers Road

Borcherts Hill Road

Taylor Street West

Gess

lersR

oad

Ashto

nStre

et

Rose Street

Doug

l asS t

reetS

out h

Zern e

rsRo

ad

Perkins

Street

Wittons Road

Gore

Street

Piggery

Road

Vieritz Road

Borcherts Hill Road

Heading

Street

Annings Road

Annings Road

Mullers Lane

Smyth

Street

Angel Avenue

Burto

n Lane

Bunya Highway

Boat

Moun

tain R

oad

Mick

a nSt

reet

RoadDutton Street E a st

Harm Street

Frohlo

ffsRo

ad

Boat MountainRoad

Bunya Highway

Road

Wrigh

t Wa y

Campbells Lane

Thorn

Stree

t

Hanle

y Lane

Dutton Street West

Boat

Moun

ta in R

oad

Mclucas Street

Road

Sakrzewski Road

Ro ad

Silver

leafR

oad

Fryar Street

Herterick Street

Ficks Crossing Road

Baram

bahR

oad

Gess

le rs R

oad

Oakview Lane

Ferris Road

Gayndah Road

Lero y dSt

reet

WattStree

t

Black Street

Gore

Street

Salis

bur y

Stre e

t

Pratt Street

Houghton Street

Nage

l Cou

rt

Bunya Highway

Tierna

n Terrac

e

Redgate Road

Roa d

Cherbourg Road

Dou g

lasS t

reet N

orth

Kerles Lane

Pearen Street

Nut t S

treet

Taylor Street East

Road

Cobb

Str ee

t Nort

h

Ret s

chlag

Stree

tHis

cock

S tree

t

Silverleaf Road

Esplanade

Krebs

Street

Bunya Highway

Wesslings Road

Barambah Road

Bunya Highway

FerrisRoad

Ma

calister Stre et

Road

Webster Street

Centenary Court

Jordan Street

Lamb Street

Olc

Burtons Road

Olc

StephensStreetW

est

Olc

Road

Goodchi

ld Drive




A

A

B

B

C

C

D

D

E

E

F

F

G

G

H

H

8 8

7 7

6 6

5 5

4 4

3 3

2 2

1 1

F0 0.3 0.6 0.9

Km

Murgon



Overlay Map - 3.6


Date: 27/09/2017


Planning Scheme



Edward Street

Lysdale Road

Red Hill Road

Cosy Dell Lane

Lysdale Road

Hans

ens R

oad

Mcil h

a t to n

Stree

t

Greenview Road

Simps

o ns R

oad

Moreton Street

Road

Cadell Street

Burns

Road

Haly Street

Bailey Street

Wesslings Road

Wond

ai Char

lestow

n Road

Mollenhauers Road

Osborne Street

Baynes Street

Bramston Street

Cherbourg Road

Ryans

Road

Road

Hansens Street

Road

Road

Dowers Road

Road

Grant Crescent

Greenview Road

Pring Street

Reec

e Cou

rt

Bunya Highway

Warren Court

Burro

wsSt

reet

Road

Bunya

Highw

ay

Racecourse Road

DayLan

e

Won

dai C

harle

stown

Road

Smith Street

Simpsons

Road

North Street

Kemp

Stree

t

Mccord Street

Pathway

Ivory Street

Bessons Road

Bunya Hig hway

BunyaAvenue

Han s

e ns R

o ad

Mackenzie Street

Scott Street

Buny

aHigh

w ay

OldWon dai Road

Cran

itch S

treet

Road

Lysdale Road

Simps

ons R

oad

Hi nes

Roa d

Rifle Range Road

Hodg

e St re

e tNo

r th Scott S tr eet

Mceuen Street

Greenview Road

Road

Slater

s Ro a

d

West Street

Outridge StreetPhilps Street

Old Dip Road

Lowe

r Red

Hill R

o ad

Pring Street

Lowe

r Red

Hill R

o ad

Bunya Highway

Olc

Hodg

e Stre

et

Old Wondai R

oad

Peroone Street

Wondai Pros ton Road

Baynes Street

Hansens

Road

Hustons Road

Olc

Boisens Road

Mclucas Crescent

JonesS tr eet

Cherbourg Road

Cooper S t reet

Road

Hanley Street

Amaroo Drive

Garrick Street

Kent Street

South Street

Haly Street

Burns Crescent

Swar tz s Road




A

A

B

B

C

C

D

D

E

E

F

F

G

G

H

H

8 8

7 7

6 6

5 5

4 4

3 3

2 2

1 1

F0 0.3 0.6 0.9

Km

Wondai



Overlay Map - 3.7


Date: 27/09/2017


Planning Scheme


The Weir Road

Drake Street

Collins Street

Collin

gwoo

d Stre

et

Beresford Street

But ler Drive

Wondai Proston Road

Beatty Street

Blake Street

Okeden Road

Middle Road

Rodney Street

Proston Boondooma Road

Road

Pathway

Rodney Street

Kilgour Lane

Road

Proston

Boondoo

ma Road

Middle Road

Road

Saleyard Road

Middl e Ro ad

Okeden Road

Back

Road

Wondai Proston Road

Mountbatten Street

Jellicoe Street

Nelson Street

Okeden Road

Reservoir Ro ad

Moloneys Road

Proston Abbeywood Road

Proston Abbeywood Road

Hood Street

Murphys Way

ProstonAbbeywood Road

Proston

Boondooma Ro

ad

Susan

Crescen

t

Road

Road

Olc

El izabeth Place




A

A

B

B

C

C

D

D

E

E

F

F

G

G

H

H

8 8

7 7

6 6

5 5

4 4

3 3

2 2

1 1

F0 0.15 0.3 0.45

Km

Proston



APPENDIX D CIVIL ENGINEERING REPORT

Documents

Transcript of APPENDIX D CIVIL ENGINEERING REPORT