APPENDIX D CIVIL REPORT AND SMP - Somerset · APPENDIX D CIVIL REPORT AND SMP Prepared by VT...

APPENDIX D CIVIL REPORT AND SMP

Prepared by

VT CONSULTING ENGINEERS

Proposed Commercial Development

27 Simpson St, Fernvale QLD 4306 Engineering Report & Stormwater Management Plan

September 2019 Project No.: 19161

Revision No.: A

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Engineering Report & Stormwater Management Plan

Date: 3/09/2019 Document No.: 19161-ENG-A.Docx

By: MY Revision No.: A

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 ....................................................................................................................................... 7

5. Stormwater Drainage ....................................................................................................................... 7

a. Stormwater Quality Management .................................................................................................... 7

b. MUSIC Model .................................................................................................................................. 8

c. MUSIC Model Results.................................................................................................................... 10

d. Service Station Treatment ............................................................................................................. 10

e. Stormwater Quantity Management ................................................................................................ 11

f. Maintenance .................................................................................................................................. 11

6. Flood Planning and Overland Flow ................................................................................................ 13

7. Sewer Reticulation ......................................................................................................................... 13

8. Water Reticulation ......................................................................................................................... 13

9. Electrical and Telecommunication ................................................................................................. 14

10. Safety in Design ............................................................................................................................. 14

11. Development Codes ...................................................................................................................... 14

12. Conclusions ................................................................................................................................... 14

13. References .................................................................................................................................... 15

Appendix A - Proposed Preliminary Design Drawings .......................................................................................... 16

Appendix B - Erosion and Sediment Control Hazard Assessment Form .............................................................. 17

Appendix C - IECA (Australasia) Standard Drawings ........................................................................................... 18

Appendix D - Somerset Regional Council Flood Map ........................................................................................... 19

Appendix E - Somerset Regional Council Development Codes ............................................................................ 20

Appendix F – SPEL Product Information .............................................................................................................. 21





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Document Status: REVISION PREPARED BY REVIEWED BY DATE

Draft M. Yousuf A. Alkamachy 03/09/19

A M. Yousuf A. Alkamachy 03/09/19

This document is produced by vT Consulting Engineers Pty Ltd (vTCE) for the benefit and use by the client in accordance with the terms of the agreement. vT Consulting Engineers Pty Ltd 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 Pty Ltd terms of engagement.





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1. Introduction vT Consulting Engineers Pty. Ltd. has been commissioned by Brisbane Prestige Property Developments to prepare this engineering services report and stormwater management plan. The development is located at 27 Simpson St, Fernvale QLD 4306. The site locality is illustrated in Figure 1.1. This report is being submitted to support the Development Approval for the proposed commercial development for Somerset Regional Council’s consideration. The following report will detail civil engineering requirements for the development.

Street Address 27 Simpson St, Fernvale QLD 4306 Real Property Description Lot 1 SP240903 Total Site Area 3270m2 Proposed Use Proposed commercial development Local Authority Somerset Regional Council

Figure 1.1 Site Layout Plan (Google Maps)

Site Location





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a. Existing Topography

The levels on the site range from approximately RL43.2 along the northern boundary to RL47.5 in the south eastern part of the site. The site is situated in a residential area, fronting Simpson Street and the Brisbane Valley Highway and is bounded by residential properties on all other sides.

b. Existing Land Use

The site is predominately grassed with a few trees and shrubs.

c. Proposed Land Use

The proposed development includes a service station and a drive-thru food and drink outlet with vehicle access along a proposed entry and exit point. 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 moderate erosion risk as trigger values were equalled or exceeded and resulted in a total score of 15 (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

The local council is listed in the Glossary (Acid Sulphate soil affected area) in State Planning Policy April 2016, indicating that this development application may require compliance with the State Planning Policy April 2016 acid sulphate soils development objectives. 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 April 2016. This policy also states that developments below 20.0m AHD that involve a Material Change of Use or operational works are required to be assessed against the State Planning Policy April 2016 acid sulphate soils development objectives. As the lowest point on this site is an approximate level of RL 43.2, we believe that there is a possibility of acid sulphate soil being present and therefore testing would be likely. Figure 2.1 provides a visual aid to determining assessable development.





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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.

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.





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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 There are minor earthworks proposed for the site to provide a building platform for the proposed development and grading for the carpark area within the proposed development Excavation on site will be required for the service trenches. Any excess cut will need to be removed from the site by the contractor.

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 the Brisbane Valley Highway and Simpson Street. New crossovers in accordance to Somerset Regional Council’s standards will be provided as shown on the proposed layout plans. A proposed entry and exit point will be established from the Brisbane Valley Highway to the proposed development. Minor line-marking is proposed at Brisbane Valley Highway to demarcate the left-turn entry from site. Refer to the proposed design drawings for details. No external roadworks are proposed for the site.

5. Stormwater Drainage It is proposed that stormwater runoff from the proposed development is collected internally and discharged into the existing stormwater culvert at the Simpson Street frontage of the site. Refer to attached Appendix A for proposed layout plans and details.

a. 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

YES

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:

N/A

Operational works for urban purposes that involve disturbing more than 2500m2 of land

N/A

Table 5.1 Water Quality Objectives

The proposed development does trigger applicable items in the above Table 5.1, therefore the SPP is applicable and compliance is expected by the local government authority.





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b. MUSIC Model

The software program Model for Urban Stormwater Improvement Conceptualisation (MUSIC) Version 6, was used was used to assess pollutant generation and the performance of the stormwater treatment measures for the proposed development. Selection and testing of stormwater management options was undertaken in accordance with MUSIC Modelling Guidelines prepared by Water by Design (2010). The catchment was further split to include pavement areas, road areas and landscaped areas in accordance with the MUSIC Modelling Guidelines prepared by Water by Design (2010). The stormwater quality treatment train used in the MUSIC model is shown in the figure below.

Figure 5.2 Music Model Treatment Parameters

Music Model Parameters

The split catchment parameters used as the MUSIC Pollutant Export Parameters are shown below in Table 5.3, and where derived from Table 3.8 of the MUSIC Modelling Guidelines prepared by Water by Design (2010).





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FLOW TYPE

SURFACE TYPE

TSS LOG10 VALUES TP LOG10 VALUES TN LOG10 VALUES

Commercial Mean Std. Dev. Mean Std. Dev. Mean Std. Dev.

Baseflow Parameters

Roof N/A N/A N/A N/A N/A N/A

Road 0.78 0.39 -0.60 0.50 0.32 0.30

Ground 0.78 0.39 -0.60 0.50 0.32 0.30

Stormflow Parameters

Roof 1.30 0.38 -0.89 0.32 0.37 0.34

Road 2.43 0.38 -0.30 0.34 0.37 0.34

Ground 2.16 0.38 -0.39 0.34 0.37 0.34

Table 5.2 Source Node MUSIC Pollutant Export Parameters

The parameters used as the MUSIC Rainfall-Runoff Parameters are shown in the table below, and where derived from Table 3.7 of the MUSIC Modelling Guidelines prepared by Water by Design (2010).

PARAMETER COMMERCIAL

Rainfall Threshold (mm) 1

Soil Storage Capacity (mm) 18

Initial Storage (% Capacity) 10

Field Capacity (mm) 80

Infiltration Capacity Coefficient - a 243

Infiltration Capacity Exponent - b 0.6

Initial Depth (mm) 50

Daily Recharge Rate (%) 0

Daily Baseflow Rate (%) 31

Daily Deep Seepage Rate (%) 0

Table 5.3: MUSIC Rainfall-Runoff Parameters

Music Model Treatment Parameters

The proprietary system is designed to treat the stormwater runoff by filtering the runoff through 2 SPEL filter cartridges, 2 SPEL Stormsacks, a SPEL Puraceptor and a SPEL vault in accordance with the manufacturers specifications. The MUSIC model parameters have been provided by SPEL. An alternative proprietary system may be proposed during the detailed design of the project, subject to certification by the manufacturer and a Registered Professional Engineer of Queensland (RPEQ) that the alternative system meets the SPP requirements.





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c. MUSIC Model Results

Using the MUSIC software. The treatment train for the catchment areas was designed to comply with the water quality objectives (WQO). It was determined that the water quality objectives for the whole proposed development were met as shown in the table below:

POLLUTANT TYPES PRE-

DEVELOPMENT POST-

DEVELOPMENT REDUCTION

(%) COMPLYING WITH WQO

Total Suspended Solids (kg/yr) 724 133 81.7 ✓

Total Phosphorus (kg/yr) 1.37 0.522 61.9 ✓

Total Nitrogen (kg/yr) 8.12 3.88 52.2 ✓

Litter/gross pollutants (kg/yr) 389 0 100.0 ✓ Table 5.4 Water Quality Treatment Results

As shown by the above results, the proposed stormwater treatment train adopts best practice stormwater treatment and will achieve the required Water Quality Objectives. The proposed design is in accordance with the Water Sensitive Urban Design Technical Design Guidelines (by Water by Design).

d. 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.

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 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 340m2. Based on a rainfall duration of 5 minutes and a rainfall intensity of 145 mm/hr for 20 ARI the associated runoff is approximately 14L/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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e. Stormwater Quantity Management

The proposed development site will have a larger impervious area than the existing undeveloped site, however due to the site location and within close proximity to the Ferny Gully and the proposed development it is anticipated that stormwater detention is not required for this development. Justification for not providing stormwater detention is as follows:

• The development will not cause adverse impacts or actionable nuisance to surrounding properties;

• The site discharges directly into the lower catchments of creeks or major drains where it would generally be undesirable to have detention where it may allow peak flows from the site to coincide with the wider catchment flood peak;

f. 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.





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Management of Contaminated Soils Materials

There are no contaminated soils materials fill on the site. The site is not listed on the public contaminated sites register.

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

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.

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. The extent of flooding is classified as a potential flood hazard in the Somerset Council Scheme and is mostly contained within a very small strip of the site’s western boundary. The majority of the site is completely unaffected by flooding. vT Consulting Engineers have not been commissioned to complete a flood assessment report for this development.

Figure 6.1 Somerset Regional Council Interactive Flood Mapping

7. Sewer Reticulation

It is proposed to connect to the existing sewer manhole on site. There is an existing sewer main that runs through the site. A Build over sewer application will obtained during the detailed design stage.

For more details refer to the engineering plans in Appendix A. Internal house drainage design for this proposed development will be by others.

8. Water Reticulation It is proposed to add a new water connection to the site from the existing water main running along Brisbane Valley Highway. There are existing fire hydrants in Brisbane Valley Highway and Simpson Street to be utilised for the proposed site. For more details refer to the engineering plans in Appendix A. The Internal water supply design for this proposed development will be by others.

Site Location





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

10. Safety in Design At the time of preparing this report, it is considered that there is no atypical safety in design issues for the project. 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.

11. Development Codes

The following applicable Local Codes have been completed to address the proposed development and are included in Appendix E:

• SRC Services, Works and Infrastructure code

12. Conclusions vT Consulting Engineers Pty. Ltd. has undertaken a preliminary review of civil engineering services required for the proposed development located at 27 Simpson St, Fernvale QLD 4306. Based on all the findings outlined in this report, vT Consulting Engineers Pty. Ltd. 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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13. 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

DOCUMENT No.: DOCUMENT DESCRIPTION:19161-P000 COVER SHEET, LOCALITY PLAN AND NOTES19161-P001 EROSION AND SEDIMENT CONTROL LAYOUT PLAN19161-P00219161-P003 PRELIMINARY BULK EARTHWORKS LAYOUT PLAN

EROSION AND SEDIMENT CONTROL DETAILS

19161-P005 PRELIMINARY SERVICES LAYOUT PLAN

BRISBANE

VALLEY

HIGHWAY

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SIMPSON

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SITE

FERN

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27 SIMPSON STREET FERNVALE

PROJECT:

MIXED USE DEVELOPMENT

DRAWING LIST:DWG No.: DESCRIPTION:

LOCALITY PLANNOT TO SCALE

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. ©PL

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EROSION AND SEDIMENT CONTROL NOTES1. THE EROSION AND SEDIMENT CONTROL WILL COMPLY WITH:

- “BEST PRACTICE SEDIMENT AND EROSION CONTROL, INTERNATIONAL EROSIONCONTROL ASSOCIATION, NOVEMBER 2008”- THE INSTITUTE OF ENGINEERS AUSTRALIA'S EROSION AND SEDIMENT CONTROLENGINEERING GUIDELINES FOR QUEENSLAND CONSTRUCTION SITES - JUNE 1996.

2. EXISTING GRASSED AREAS CLEAR OF EARTHWORKS TO BE MAINTAINED DURINGCONSTRUCTION.

3. PROVIDE EROSION CONTROL DEVICE 3M (MAXIMUM) DOWNSTREAM OF ALL STORMWATERDRAINAGE OUTLETS.

4. ADDITIONAL CONTROL DEVICES SHALL BE PLACED, WHERE DIRECTED BY THESUPERINTENDENT. ALTERNATIVE DESIGNS TO BE APPROVED BY THE SUPERINTENDENTPRIOR TO CONSTRUCTION.

5. ALL SEDIMENT AND EROSION CONTROL DEVICES TO BE CHECKED DAILY AND AFTERRAINFALL EVENTS BY THE CONSTRUCTION SITE SUPERVISOR. DEFECTIVE OR FULLDEVICES TO BE CLEANED AND REPAIRED AS REQUIRED.

6. WOVEN WIRE TO BE FASTENED SECURELY TO FENCE POSTS WITH WIRE TIES OR STAPLES.7. FILTER CLOTH TO BE FASTENED SECURELY TO WOVEN WIRE FENCE WITH TIES SPACED

EVERY 600MM AT TOP OF MID SECTION.8. WHEN TWO SECTIONS OF FILTER CLOTH ADJOIN EACH OTHER THEY SHALL BE

OVERLAPPED BY 150MM AND FOLDED.POSTS: STAR PICKETS OR 50MM X 50MM HARDWOODFENCE: WOVEN WIRE 14 GAUGE. 150MM MAXIMUM MESH OPENING.FILTER CLOTH: FILTER AS SPECIFIED (TERRAM 1000, POLYFELT TS 500 BIDIM U24 OREQUIVALENT).PREFABRICATED UNIT: GEOFAB, ENVIROFENCE, OR APPROVED EQUIVALENT.

9. CONTRACTOR TO PROVIDE FAUNA SPOTTER TO LOCATE AND REMOVE WILDLIFE PRIOR TOSTART OF CONSTRUCTION.

EROSION AND SEDIMENT CONTROL STAGING NOTES1. CLEARING/EARTHWORKS

INSTALL DEVICES DOWNSTREAM OF ALL DISTURBED AREAS PRIOR TO START OF WORKS.2. TRENCHING/SERVICES

MAINTAIN DEVICES DOWNSTREAM OF ALL TRENCHES. TRENCH MATERIAL TO BE REMOVEDOR REPLACED IN TRENCH AS SOON AS POSSIBLE.

3. ROADWORKSUSE HAYBALES AND SAND BAGS ON GULLY GRATES PRIOR TO SURFACING.

4. FINALLEAVE ALL DEVICES IN PLACE UNTIL GRASS COVER IS SUFFICIENT TO PREVENTSCOURING.

ROADWORKS AND DRAINAGE NOTES1. LEVELS AND GRADIENTS AT JUNCTIONS WITH EXISTING WORKS MAY BE VARIED AS REQUIRED TO ACHIEVE

SATISFACTORY CONNECTIONS AND THE COSTS DEEMED INCLUDED IN THE RELEVANT SCHEDULE ITEMS.2. THE LOCATION OF EXISTING SERVICES AS SHOWN ON THE PLAN IS INDICATIVE ONLY AND THE CONTRACTOR

MUST ASCERTAIN THE POSITION OF ALL SERVICES (I.E. WATER, ELECTRICITY, TELECOM, GAS ETC.), BEFORECOMMENCING CONSTRUCTION.

3. ALL EXISTING SERVICES AND STRUCTURES ARE TO BE MAINTAINED IN GOOD ORDER FOR THE DURATION OFTHE CONTRACT AND WHERE RELOCATION IS REQUIRED REFER SPECIFICATION.

4. SIDE DRAINS TO BE PROVIDED UNDER ALL KERB AND CHANNEL AND KERB ONLY.5. NOT WITHSTANDING THE LIMITS OF EARTHWORKS SHOWN ON THE DRAWINGS, THE ACTUAL LIMITS SHALL

BE DETERMINED ON SITE BY THE SUPERINTENDENT.6. FILLING ON ALLOTMENTS TO BE COMPACTED TO 95% STANDARD DRY DENSITY AS1289 5.1.1 AND TRIMMED

TO BE FREE DRAINING. ALL ALLOTMENT FILL SHALL BE SUPERVISED BY A GEOTECHNICAL TESTINGAUTHORITY TO LEVEL 1 REQUIREMENTS IN ACCORDANCE WITH AS AS3798-2007. FOOTINGS SYSTEMSPROPOSED FOR INDIVIDUAL STRUCTURES SHALL BE DESIGNED BY A REGISTERED PROFESSIONALENGINEER WITH EXPERIENCE IN STRUCTURAL DESIGN.

7. MINIMUM COVER TO ROOFWATER PIPES TO BE 450MM EXCEPT WHERE LESS COVER IS NECESSARY TODISCHARGE TO STREET KERB AND CHANNEL.

8. CONTRACTOR TO APPLY FOR AND RECEIVE APPROVAL FROM THE LOCAL GOVERNMENT AUTHORITY FORTHE PROPOSED FOOTPATH AND CROSSOVER WORKS PRIOR TO CONSTRUCTION.

STORMWATER DRAINAGE NOTES1. ALL STORMWATER DRAINAGE PIPES 225Ø OR SMALLER SHALL BE CLASS '2' RCP OR CLASS HD uPVC U.N.O.2. ALL STORM WATER PIPES 300Ø OR GREATER SHALL BE CLASS '2' RCP U.N.O.3. ALL STORMWATER PIPES 675Ø OR GREATER SHALL BE FLUSH JOINTED.4. ALL STORMWATER PIPES 600Ø OR SMALLER SHALL BE RUBBER RING JOINTED.5. FRC PIPES SHALL NOT BE USED.6. ALL STORMWATER BEDDING SHALL BE TYPE 'H2' U.N.O.7. FILL BETWEEN TWIN BOX CULVERTS TO BE DRY LEAN MIX.8. BITUTHENE TAPE TO BE USED ON BOX CULVERT JOINTS.9. DE-WATERING WHERE REQUIRED TO BE AT THE CONTRACTORS COST.10. INVERT LEVELS SHOWN ON PLAN ARE AT PIPE / STRUCTURE JUNCTION.11. PIPE LENGTHS SHOWN ON PLAN / LONG SECTION ARE TO CENTRE OF STRUCTURE.12. MINIMUM COVER TO STORMWATER PIPES TO BE AS FOLLOWS:

PIPES IN ROADWAYS - 600mm COVERPIPES IN LANDSCAPE AREAS - 450mm COVER U.N.O.

13. ALL STORMWATER MANHOLES SHALL BE IN ACCORDANCE WITH LOCAL GOVERNMENT AUTHORITYSTANDARD DWGs.

14. ALL STORMWATER TO HAVE A HEAVY DUTY TRAFFICABLE LID U.N.O.15. ALL STORMWATER GULLY PITS SHALL BE IN ACCORDANCE WITH LOCAL GOVERNMENT AUTHORITY

STANDARD DWGs.16. KERB ADAPTERS SHALL BE PROVIDED IN KERB AND CHANNEL IN ACCORDANCE WITH COUNCIL

REQUIREMENTS.17. THE CONTRACTOR SHALL BE RESPONSIBLE FOR LOCATING GULLY PITS IN RELATION TO THE NOMINAL FACE

OF KERB AND KERB AND CHANNEL.18. THE CONTRACTOR SHALL VERIFY THE INVERT LEVEL AT THE CONNECTION WITH EXISTING STORMWATER

PIPES PRIOR TO LAYING PIPES.19. ALL TRENCHES SHALL BE BACK FILLED UNDER THE ROAD AS DETAILED IN ROADWORKS NOTES.20. TRENCH BACKFILL TESTING SHALL BE CARRIED OUT ON EACH ALTERNATE COMPACTED LAYER AT A

MAXIMUM 50m CENTRES AND NO MORE THAN 3m FROM MANHOLE STRUCTURE.21. THE CONTRACTOR IS TO ENSURE THE METHOD OF COMPACTION OF THE BACKFILL IS SUITABLE FOR THE

CLASS OF PIPE INDICATED ON THE DRAWINGS.22. IF NECESSARY THE CONTRACTOR IS TO ADJUST HIS COMPACTION METHODS TO SUIT THE PIPE CLASS.23. WHERE THE TRENCH IS EXCAVATED IN WATERLOGGED GROUND OR WHERE THE FOUNDATION IS

CONSIDERED UNSUITABLE IN THE OPINION OF THE SUPERINTENDENT, A LAYER OF CRUSHED ROCK, 40mmTO 20mm SIZE OR OTHER MATERIALS APPROVED BY THE INSPECTING ENGINEER SHALL BE LAID IN A 500mmTHICK LAYER BELOW THE CULVERT BASE OR PIPE. THESE AREAS ARE TO BE INSPECTED BY THEGEOTECHNICAL ENGINEER TO ASSESS WHETHER FURTHER EXCAVATION IS REQUIRED OR OTHERMEASURES CAN BE ADOPTED.

24. PRIOR TO WORKS GOING ON MAINTENANCE THE CONTRACTOR SHALL ARRANGE FOR A CCTV TO BECARRIED OUT.

EARTHWORKS NOTES1. SOILS REPORT2. A SOILS INVESTIGATION TO BE CARRIED OUT PRIOR TO DETAILED DESIGN.3. SITE PREPARATION

REMOVE ALL VEGETATION, ORGANIC TOPSOIL, AND OTHER DELETERIOUS MATERIAL.EXCAVATE AND TRIM THE BUILDING OR PAVEMENT PLATFORMS AS REQUIRED.PROOF ROLL THE EXPOSED SUBGRADE USING SIX PASSES OF A 10 TONNE MINIMUMSTATIC WEIGHT VIBRATORY PAD TYPE ROLLER TO IDENTIFY ANY SOFT SPOTS. THESEZONES MUST BE INSPECTED BY AN APPROVED GEOTECHNICAL ENGINEER TO ASSESSTHEIR EXTENT.SOFT SPOTS SHALL BE EXCAVATED AND REPLACED WITH SELECT BACKFILL COMPACTEDIN LAYERS NOT EXCEEDING 150mm COMPACTED THICKNESS TO COMPACTION LISTEDUNDER "FILL MATERIAL".

4. FILL MATERIALFILL MATERIAL SHALL BE OF UNIFORM QUALITY AND FREE FROM VEGETABLE MATTER.FILL SHALL BE COMPACTED IN MAXIMUM 150mm THICK LAYERS (COMPACTED THICKNESS)TO 100% STANDARD DRY DENSITY RATIO.THE FREQUENCY OF TESTING FILL COMPACTION SHALL BE AS SPECIFIED IN SECTION 8 OFAS 3798 "GUIDELINES ON EARTHWORKS FOR COMMERCIAL AND RESIDENTIALDEVELOPMENTS" FOR THE LEVEL SPECIFIED IN NOTE 5 BELOW.FILL SHALL BE COMPACTED AND MAINTAINED AT MOISTURE CONTENTS AT PLACEMENTWITHIN THE RANGE PLUS 2% TO MINUS 0% OF STANDARD OPTIMUM MOISTURE CONTENTU.N.O,IMPORTED FILL MATERIAL SHALL CONFORM TO THE FOLLOWING:-AS SIEVE % PASSING75mm 1004.75mm 30 - 1000.0075mm 3 - 30LIQUID LIMIT 35% MAX.PLASTICITY INDEX 15% MAX.CBR 5% MIN.LINEAR SHRINKAGE 8% MAX.

5. SUB-BASESUB-BASE MATERIAL SHALL BE ROADBASE MATERIAL OF:-MINIMUM CBR: 15MAXIMUM PARTICLE SIZE: 40MAXIMUM LIQUID LIMIT: 35MAXIMUM PLASTICITY INDEX: 12UNLESS OTHERWISE APPROVED BY GEOTECHNICAL ENGINEER.PLACE CBR 15 MATERIAL TO FINAL COMPACTED THICKNESS OF 100mm COMPACTED TO100% STANDARD MAXIMUM DRY DENSITY IN ACCORDANCE WITH AS 1289.PLACE WATERPROOF MEMBRANE ON 25mm SAND TO UNDERSIDE OF BUILDING SLABS.REFER ARCHITECT FOR DETAILS AND LOCATIONS.

6. GEOTECHNICAL INSPECTIONS AND TEST CERTIFICATESTHE GEOTECHNICAL ENGINEER SHALL PROVIDE ALL SERVICES AS REQUIRED TO SATISFYLEVEL 1 SUPERVISION AS SPECIFIED IN SECTION B OF AS 3798.WHERE THE GEOTECHNICAL ENGINEER IS NOT APPOINTED BY THE PRINCIPAL. THECONTRACTOR SHALL BE RESPONSIBLE FOR APPOINTING THE GEOTECHNICAL ENGINEERAND ORGANISING THE COMPACTION TESTS. THE COST OF THESE SHALL BE ALLOWED FORBY THE CONTRACTOR.TEST CERTIFICATES ON THE FILL MATERIAL SHALL BE SUPPLIED TO THESUPERINTENDENT FOR APPROVAL PRIOR TO THE USE OF THE FILL MATERIAL

7. SERVICESPRIOR TO THE COMMENCEMENT OF WORKS THE CONTRACTOR IS TO IDENTIFY AND BESATISFIED OF THE CORRECT LOCATIONS OF ALL EXISTING SERVICES WHETHERINDICATED OR NOT ON THE PLANS. ANY DAMAGE TO EXISTING SERVICES IS TO BERECTIFIED AT THE CONTRACTORS EXPENSE.

8. CUT AND FILL UNDER SLABSALL CUT AND FILL AREAS UNDER SLABS ARE TO BE COMPACTED TO 95% COMPACTION.THIS IS THE RESPONSIBILITY OF THE EARTHWORKS CONTRACTOR WHO IS TO PROVIDECOMPACTION CERTIFICATION BY A SUITABLY QUALIFIED AND EXPERIENCEDGEOTECHNICAL ENGINEER THAT THE WORKS HAVE BEEN COMPLETED TO THE REQUIREDLEVEL.

PROPERTY DESCRIPTION:SITE ADDRESS: 27 SIMPSON STREET

FERNVALE QLD 4306PROPERTY DESCRIPTION: RECONFIGURE LOT 1 SP240903PROPERTY DETAILS: FREEHOLD TITLE

SEWER GENERAL NOTES1. ALL WORK AND MATERIALS SHALL BE IN ACCORDANCE WITH CURRENT SOUTH EAST

QUEENSLAND SEWERAGE CODE SPECIFICATIONS AND STANDARDS.2. UNLESS SPECIFIED OTHERWISE ALL MATERIALS AND WORK SHALL COMPLY WITH THE

RELEVANT AUSTRALIAN STANDARDS.3. THE CONSTRUCTION OF THE SEWERAGE WORK SHOWN ON THIS DRAWING SHALL BE

SUPERVISED BY AN ENGINEER WHO HAS RPEQ REGISTRATION. SEWERAGE WORKS NOTCOMPLYING WITH THIS REQUIREMENT WILL NOT BE PERMITTED TO CONNECT INTO THESEQ SERVICE PROVIDER SEWERAGE SYSTEM.

4. ALL WORK ASSOCIATED WITH LIVE SEWERS OR MAINTENANCE HOLES SHALL BE CARRIEDOUT BY THE SEQ SERVICE PROVIDER AT THE DEVELOPER'S COST.

5. ALL PIPES AND MATERIALS SHALL COMPLY WITH THE REQUIREMENTS OF THE "ACCEPTEDPRODUCTS AND MATERIALS" LIST.

6. EACH ALLOTMENT SHALL BE SERVED BY A DN110 PE (OR DN100 PVC) PROPERTYCONNECTION. FOR ALLOTMENTS OTHER THAN SINGLE RESIDENTIAL, A DN160 PE (OR DN150PVC) PROPERTY CONNECTION SHALL BE PROVIDED.

7. PROPERTY CONNECTIONS SHALL BE LOCATED WITHIN THE PROPERTY AS SHOWN IN THEDRAWINGS.

8. PROPERTY CONNECTION BRANCHES SHALL EXTEND INTO THE PROPERTY A MINIMUM OF300mm AND A MAXIMUM OF 750mm. UNITYWATER REQUIRES MINIMUM EXTENSION OF 500mmINTO PROPERTY.

9. WHERE PIPES ARE LAID IN FILL, THE FILLING SHALL BE CARRIED OUT IN LAYERS NOTEXCEEDING 300mm (LOOSE) IN DEPTH AND SHALL BE COMPACTED UNTIL THE COMPACTIONIS NOT LESS THAN 95% OF THE MATERIALS MAXIMUM COMPACTION WHEN TESTED INACCORDANCE WITH A.S. 1289 (MODIFIED COMPACTION). TESTING SHALL BE CARRIED OUTAFTER EACH ALTERNATE LAYER. IN ALL SUCH CASES APPROVAL OF CONSTRUCTEDSEWERS WILL NOT BE ISSUED BY THE SEQ SERVICE PROVIDER UNLESS CERTIFICATES AREPRODUCED CERTIFYING THAT THE REQUIRED COMPACTION HAS BEEN ACHIEVED.

10. WHERE SEWERS HAVE A GRADE OF 1 IN 20 OR STEEPER,BULKHEADS SHALL BECONSTRUCTED IN ACCORDANCE WITH THE SEQ SEWER CODE.

11. THE CONTRACTOR SHALL VERIFY THE LOCATION AND DEPTH OF EXISTING SERVICES WITHRELEVANT AUTHORITIES BEFORE COMMENCING WORKS.

12. SEWERS SHALL BE DISUSED /ABANDONED IN ACCORDANCE WITH PROCEDURES SET OUT INTHE SEQ SEWER CODE.

13. BENCH MARK AND LEVELS TO AHD.14. EXISTING ALLOTMENTS REQUIRING A PROPERTY CONNECTION FROM EXISTING SEWERS

SHALL BE PROVIDED BY THE SEQ SERVICE PROVIDER AT THE DEVELOPERS COST.

PROPERTY CONNECTIONS HAVE BEEN DESIGNED TO CONTROL THE REQUIRED SERVICEAREA OF EACH LOT AT A GRADE OF 1:60 AND A MAXIMUM DEPTH OF PROPERTY CONNECTIONAT 1.5 m. UNLESS OTHERWISE STATED. FOR JUNCTION DETAILS REFER SEQ-SEW-1106-1 TOSEQ-SEW-1106-7

ALL WATER AND SEWER CONSTRUCTION WORK UNDERTAKEN BY THE CONTRACTOR SHALLCOMPLY WITH ALL APPLICABLE WORKPLACE HEALTH AND SAFETY LEGISLATION.

WHILST EVERY EFFORT HAS BEEN MADE TO ENSURE THAT THE INFORMATION PROVIDEDIN THIS DRAWING/DESIGN WAS ACCURATE AT THE TIME IT WAS COMPILED, AS PART OFTHE LOCAL COUNCILS "AS CONSTRUCTED" RECORDS, IT REMAINS THE RESPONSIBILITY OFPROPERTY OWNERS AND THEIR CONTRACTORS, SUB-CONTRACTORS, EMPLOYEES,SERVANTS AND AGENTS AS APPROPRIATE IN THE CIRCUMSTANCES TO MAKE ALLREASONABLE EFFORTS TO ASCERTAIN THE PRECISE LOCATION OF EXISTINGINFRASTRUCTURE INCLUDING WATER MAINS, SEWERS AND DRAINS BEFOREUNDERTAKING EXCAVATION OR CONSTRUCTION WORK.

USERS OF THE INFORMATION SHOULD BE AWARE THAT SINCE THE ORIGINAL RECORDINGOF THE DEPTHS IN RELATION TO GROUND LEVELS, CHANGES MAY HAVE OCCURRED AS ARESULT OF SUBSEQUENT WORK OR ACTIVITIES INVOLVING FILLING OR EXCAVATION.CONSEQUENTLY, THE LOCAL GOVERNMENT AUTHORITY AND vT CONSULTING ENGINEERSTAKES NO RESPONSIBILITY FOR ANY APPARENT ERROR OR INACCURACIES THAT ARESHOWN TO EXIST AS AT THE DATE INFORMATION WAS PROVIDED OR AT A LATER DATE.

THE ABOVE ALSO APPLIES TO LOCATION AND DEPTH OF OTHER PUBLIC UTILITIES.

DISCLAIMER

WATER GENERAL NOTES1. ALL WORK AND MATERIALS SHALL BE IN ACCORDANCE WITH CURRENT SOUTH EAST

QUEENSLAND WATER SUPPLY CODE SPECIFICATIONS AND STANDARDS.2. UNLESS SPECIFIED OTHERWISE ALL MATERIALS AND WORK SHALL COMPLY WITH THE

RELEVANT AUSTRALIAN STANDARDS.3. ADOPT LIP OF KERB OR SHOULDER OF ROAD AS PERMANENT LEVEL.4. COVER ON MAINS FROM PERMANENT LEVEL TO BE AS SHOWN IN SEQ-WAT-1200-2.5. CONDUITS BENEATH ROAD CROSSINGS TO BE PVC-M SN12 U.N.O.6. A WATER METER SUPPLIED AT THE DEVELOPER'S COST, IS TO BE INSTALLED AT THE

SERVICE POINT OF EACH LOT IN ACCORDANCE WITH THE STANDARD DRAWING FOR THESEQ-SP.

7. ALL MATERIALS USED IN THE WORKS SHALL COMPLY WITH THE SEQ-SP's ACCEPTEDPRODUCTS AND MATERIALS LIST OR BE APPROPRIATELY SHOWN, LISTED AND DEFINED INTHE ENGINEERING SUBMISSION SO THAT THE ALTERNATIVE PRODUCT OR MATERIAL CANBE ASSESSED AND IF APPROPRIATE, APPROVED BY THE SEQ-SP.

8. ALL CONCRETE FOOTPATHS TO BE CLEAR OF WATER MAINS.9. TEST/CHLORINATION POINTS TO BE INSTALLED IN ACCORDANCE WITH STANDARD DRAWING

NO.SEQ-WAT-1410-1.10. THE CONSTRUCTION OF THE WATER RETICULATION WORK SHOWN ON THIS DRAWING MUST

BE SUPERVISED BY AN ENGINEER WHO HAS RPEQ REGISTRATION. WORKS NOT COMPLYINGWITH THIS REQUIREMENT WILL NOT BE PERMITTED TO CONNECT TO THE RETICULATIONSYSTEM.

EC EC ELECTRICAL CONDUIT

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 CHANNELSW EXISTING STORMWATER DRAINAGERW EXISTING ROOFWATER DRAINAGES EXISTING SEWERW EXISTING WATER

EU EXISTING ELEC. UNDERGROUND

T EXISTING COMMUNICATIONSN EXISTING ELEC. OVERHEAD

E EXISTING ELECTRICAL

KERB AND CHANNELSW 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 BATTERI I I I I SEDIMENT FENCE

RL1.234 FINISHED SURFACE LEVEL (FSL)1.2

34 EXISTING SURFACE LEVEL (ESL)

SW

SW

SW

II

II

II

II

II

II

II

II

II

II

II

II

II

II

II

II II II II II II

II

II

II

II

II

II

II

II

II

II

II

IIII

II

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Existing Dwelling 2 Storey

Existing

Shed

TBMNail in Bitumen

RL 43.51

SS

SS

SS

SS

SS

SS

SS

S S S S S S S S S S

PP

N

N

N

N

N

PP

PP

PP PP PP

Driv

eway

Balcony

Bridge

IL43.158

IL43.066

IL 41.5

91IL 41

.622

IL 41.4

16

IL 41.3

10

IL 41.7

01

IL 41.5

14

IL 44.0

IL 44.6

3

Existing Timber House

S S S S S S S S S S S S

Gra

vel

IL 41.0

05IL 41

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IL42.837

41.6

82

W W

Garage

46.0

47.0

45.0

44.0

43.0

43.405

43.293

43.458

43.554

44.719

43.299

43.368

43.440

46.011

46.80846.68746.552

46.43

5

46.53

7

45.96

0

46.22

7

47.22

1

46.25

7

46.81

2

46.65

0

46.800

46.25

4

46.09

7

46.60

9

47.504 47.431

47.16047.405

47.491

44.330

45.72

6

45.35

7

44.473

44.320

45.31

545

.187

45.20

0

45.18

645

.266

45.25

9

45.25

3

43.485

SL43.372

SL44.332

45.443

45.68

9

SL45.145

45.24845.072

45.69

845

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45.50

2

45.24345.287

44.719

45.75

5

45.023

44.42

6

44.45

944.244

43.870

44.058

45.863

44.106

43.474

43.460

43.504

43.449

43.535

43.485

43.681

44.034

44.093

43.813

43.415

43.45343.404

43.986

43.65643.510

43.781

43.721

43.38243.393

43.375

43.404

43.410

43.450

43.433

43.569

43.406

43.376

43.173

SL43.913

43.689

43.627

43.454

43.807

43.479

43.634

43.60143.346

43.038

43.321

43.750

43.326

43.265

43.752

43.433

43.080

43.050

43.34943.16143.128

43.042

43.073

43.216

43.660

43.685

43.427

43.182

43.65643.264

43.564

43.632

43.613

43.824

43.028

43.126

43.246

43.581

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D D D D D D D D D

N N N N N N N N N N N N N

N N N N N N N N N N N N N N N N N

///// ///// ///// ///// /////

II II II II II II II

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IIIIIIIIIIIIIIIIIIIIII

WW

WW W W W W W W W W W W

W W W W W W W W W W

SIMPSON STREET

FERN

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LLY

BRISBANE VALLEY HIGHWAY

LOT 10RP28844

LOT 9RP28844

LOT 15RP28844

LOT 16RP28844

LOT 19RP28844

LOT 1SP240903

IIIIIIIIIIIIIIIIIIIIIIIIIIIIIII I I I I I I I I I I I I I I I I I I I I

IIIIIIIIIIIIIII I I I I

IIIIII

I

IIIIII

SEDIMENTFENCE

SEDIMENTFENCE

SEDIMENTFENCE

SEDIMENTFENCE

PROVIDE KERB INLETPROTECTION TYPICAL.

CONSTRUCTIONENTRY/EXIT

EXCAVATED SEDIMENT TRAP. CAPTURED DIRTYWATER TO BE DISCHARGED AFTER TREATING ANDSUCCESSFUL INDEPENDENT TEST RESULTS, ORDIRTY WATER TO BE DISPOSED OFF SITE BYVACUUM TRUCK AT APPROVED SITE. TYPICAL

EXCAVATEDSEDIMENT TRAP

EXCAVATEDSEDIMENT TRAP

P001 APRELIMINARY EROSION AND SEDIMENT CONTROL LAYOUT PLAN

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SHEET SIZE:

SCALE:


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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

NOTE:1. REFER TO DWG No. P000 FOR GENERAL NOTES.2. REFER TO P002 FOR E.S.C. DETAILS.

LAYOUT PLANSCALE 1:250

OVERLAND FLOW

TYPICAL SEDIMENT FENCE SECTIONNOT TO SCALE

50 x 50 HWD STAKEOR STEEL PICKET1200 MIN LONG

0.20

BACKFILL

FIX TO TOP OF STAKE WITHSHADECLOTH FASTENEROR TIE TO STEEL PICKET

GEOTEXTILE FABRIC ANDSL42 MESH

0.60 N

OMIN

AL

TYPICAL SEDIMENT FENCE ELEVATIONNOT TO SCALE

RUNOFF

BYPASSFLOW TOINLETTHREE LAYERS OF

SANDBAGS WITH ENDSOVERLAPPED

600mm NOMINAL GAP BETWEENBAGS ACTS AS SPILLWAY

4.0m MIN.

SANDBAGS OVERLAP ONTOKERB

1.5m MIN.

TYPICAL ON GRADE KERB INLET SEDIMENT TRAPNOT TO SCALE

OVERLAND FLOW

TYPICAL EXCAVATED SEDIMENT TRAP SECTIONNOT TO SCALE


SEDIMENT FENCE AND1m WIDE SEDIMENTWEIR TO DETAIL

0.50

3.0 SQUARE

SEDIMENT TRAP. MONITORDAILY OR AFTER HEAVY

RAINFALL AND CLEAN ASREQUIRED

IIORANGE SAFETY

MESH AROUND TRAP

CONSTRUCTION SITE

KERB & CHANNEL

PROPERTY ALIGNMENTEXISTING, OR NEW ROADWAY

TYPICAL CONSTRUCTION ENTRY/ EXITNOT TO SCALE

RUNOFF TO BE DIRECTED

TO A SEDIMENT TRAP

GEOTEXTILE FABRIC BIDUMU34 OR SIMILAR

3.0m MIN.

NOMI

NAL

100m

m

300m

m

10.0m MIN.

WELL GRADED, HARD,ANGULAR, EROSION RESISTANT

75mm CRUSHED ROCK

300m

mMI

N.

EXISTING KERB AND CHANNEL TO BEPROTECTED DURING CONSTRUCTIONAND REINSTATED IF DAMAGED

TYPICAL SAG KERB INLET SEDIMENT TRAPNOT TO SCALE

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

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


TYPICAL SEDIMENT WEIR ELEVATIONNOT TO SCALE

0.30

SPILL THROUGHWEIR

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

TYPICAL FIELD INLET SEDIMENT TRAPNOT TO SCALE

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

0.20

0.20

REMOVE SEDIMENT ANDREINSTATE TO MATCHEXISTING FOLLOWING

COMPLETION OF ALL WORKS.

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

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 FLOW50 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).

DISTURBED AREA

UNDISTURBED AREABACKFILL

3.0m MAX. WITH MESH

2.0m MAX. WITHOUT MESH

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

REGULAR SEDIMENT TRAPS

OVERLAND FLOW

SPILL THROUGH WEIR AT20-30m SPACINGS

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

SETTLING ZONE

SEDIMENT STORAGE ZONE

0.50

11

P002 AEROSION AND SEDIMENT CONTROLDETAILS

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A **** ORIGINAL ISSUE AvT AvT

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PROPERTY BOUNDARY


EASEMENT BOUNDARY


BUILDING

EXISTING BUILDING



1.00

1.00







S S SEWERW W WATER






LEGEND - EARTHWORKS

FILL

CUT

HATCHES PROVIDED ARE INDICATIVE ONLY. VOLUMES TO BEVERIFIED DURING DETAIL DESIGN.

SW

SW

SW

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Existing

Shed

TBMNail in Bitumen

RL 43.51

SS

SS

SS

SS

SS

SS

SS

S S S S S S S S S S

PP

N

N

N

N

N

PP

PP

PP PP PP

Driv

eway

Balcony

Bridge

IL43.158

IL43.066

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IL 41.4

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IL 41.3

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IL 41.7

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IL 41.5

14

IL 44.0

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45.0

44.0

43.0

43.405

43.293

43.458

43.554

44.719

43.299

43.368

43.440

46.011

46.80846.68746.552

46.43

5

46.53

7

45.96

0

46.22

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47.22

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46.25

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2

46.65

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46.800

46.25

4

46.09

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46.60

9

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47.16047.405

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44.330

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45.35

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45.31

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45.25

9

45.25

3

43.485

SL43.372

45.68

9

45.69

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45.50

2

45.75

5

44.244

43.870

44.058

45.863

44.106

43.474

43.460

43.504

43.449

43.535

43.485

43.681

44.034

44.093

43.813

43.415

43.45343.404

43.986

43.65643.510

43.781

43.721

43.38243.393

43.375

43.404

43.410

43.450

43.433

43.569

43.406

43.376

43.173

SL43.913

43.689

43.627

43.454

43.807

43.479

43.634

43.60143.346

43.038

43.321

43.750

43.326

43.265

43.752

43.433

43.080

43.050

43.34943.16143.128

43.042

43.073

43.216

43.660

43.685

43.427

43.182

43.65643.264

43.564

43.632

43.613

43.824

43.028

43.126

43.246

43.581

/////////////////////////

//////////

/////

/////

/////

/////

/////

/////

///// ///// ///// ///// ///// ///// ///// /////

D D D D D D D D D



///// ///// ///// ///// /////

II II II II II II II

II

II

II

II

II

II

II

II

II

II

II

II

II

II

II

II

II

II

II

II

II II II

II II II

II

II

II

II

II

II

II

II

II

II


WW


W W W W W W W W W W

SIMPSON STREET

FERN

Y GU

LLY


LOT 10RP28844

LOT 9RP28844

LOT 15RP28844

LOT 16RP28844

LOT 19RP28844

LOT 1SP240903

T1

BEL44.70 BEL44.70

T2

P003 APRELIMINARY BULK EARTHWORKSLAYOUT PLAN

ZAAAAvT

AS SHOWNA1AHD


0 5 10 12.5

PROJECT: JOB No.:


DRAWN:

DESIGN:

CHECKED:

APPROVED:


CLIENT:

DATUM:

SHEET SIZE:

SCALE:


OTTE

D: 03

.09.20

19

PRELIMINARY


A: 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

SERVICES CONDUITS NOTECONTRACTOR TO PROVIDE SERVICES AND CONDUITS BEHINDRETAINING WALLS PRIOR TO BACKFILLING

CONTRACTOR TO ALLOW FOREXCAVATION OF PURACEPTOR.

MAX 1:2 BATTER TOEXISTING SURFACE TO BE

LANDSCAPPED AS PERARCHITECTURAL DETAIL.

CONTRACTOR TO ALLOW FOREXCAVATION OF STORMWATERQUALITY TANK.


FILL

CUT




PROPERTY BOUNDARY


EASEMENT BOUNDARY


BUILDING

EXISTING BUILDING



1.00

1.00







S S SEWERW W WATER






SW

SW SW SW SW SW SW

SW

SW

SW

II

II

II

II

II

II

II

II

II

/////

//////////

//////////

//////////

//////////

////////////////////////////////////////


Existing

Shed

TBMNail in Bitumen

RL 43.51

SS

SS

SS

SS

SS

SS

SS

S S S S S S S S S S

PP

N

N

N

N

N

PP

PP

PP PP PP

Driv

eway

Balcony

Bridge

IL 44.0



Gra

vel

W W

Garage

46.0

47.0

45.0

44.0

43.0

43.293

43.458

43.299

43.368

43.440

46.80846.68746.552

46.43

5

46.53

7

45.96

0

46.22

7

47.22

1

46.25

7

46.81

2

46.65

0

46.800

46.25

4

46.09

7

46.60

9

47.504 47.431

47.16047.405

47.491

44.330

45.72

6

45.35

7

44.320

45.31

545

.187

45.20

0

45.18

645

.266

45.25

9

45.25

3

43.485

45.68

9

45.69

845

.728

45.50

2

45.75

5

43.460

43.504

43.535

43.485

43.681

43.510

43.781

43.375

43.404

43.41043.433

43.569

43.406

43.376

43.173

43.689

43.627

43.454

43.346

43.038

43.321

43.750

43.265

43.752

43.050

43.34943.16143.128

43.216

43.660

43.685

43.427

43.182

43.65643.264

43.564

43.632

43.613

43.246

43.581

/////////////////////////

//////////

/////

/////

/////

/////

/////

/////

///// ///// ///// ///// ///// ///// ///// /////

D D D D D D D D D



///// ///// ///// ///// /////

II

II

II

II

II

II

II

II

II II II

II

II

II

II

II

II

II

II

II

II


WW


W W W W W W W W W W

SIMPSON STREET

FERN

Y GU

LLY


LOT 10RP28844

LOT 9RP28844

LOT 15RP28844

LOT 16RP28844

LOT 19RP28844

D D

RL 44.850RL 44.850

RL 45.816 RL 45.900

RL 44.850

RL 45.000RL 45.000

RL 44.850

RL 45.000

RL 44.850

RL 45.050

RL 43.445

D D D D D D D D

SWSW

SWSW

SWSW

SWSW

SWSW

SWSW

SW SW SW SW SWRL 44.900RL 44.850 RL 44.750

RL 44.850

LOT 1SP240903

T1FFL45.00BEL44.70 BEL44.70

FFL45.00T2

SW

PROPOSED CONCRETECROSSOVER TO SSRC STDDWG No. SRC-014

PROPOSED CONCRETECROSSOVER TO SSRC STD DWG

No. SRC-015

EXISTING VALVEASSET ID RV301321

EXISTING HYDRANTASSET ID RHY320402

EXISTING 150Ø uPVCSEWER MAINSASSET ID LS840903

EXISTING 150Ø uPVCSEWER MAINSASSET ID LS840905

PROPOSED WATERPROPERTY

CONNECTION.


EXISTING CROSS OVER TO BEREMOVED AND VERGEREINSTATED AS PER SSRC TYP.

EXISTING WATER MAINS100uPVC COMPILED DBYD.

EXISTING WATER MAINSHYDRANT COMPILED DBYD.


EXISTING 100 uPVCWATER MAINS ASSET ID

RS318988

PROPOSED SEWERPROPERTY CONNECTION.

EXISTING 150Ø uPVCSEWER MAINS ASSETID LS840904

EXISTING SEWER MANHOLE ASSETID MH438563 1.5m EASEMENT ONTOP OF MANHOLE.

EXISTING SEWER MANHOLEASSET ID MH438556 1.5m WIDEEASEMENT ON TOP OF MANHOLE.

PROPOSED SEWER ACCESSEASEMENT 1m WIDE.

EXISTING STORMWATERHEADWALL AND CHANNEL TO BEMODIFIED TO MAINTAIN EXISTINGAND PROPOSED DISCHARGE.

PROPOSED STORMWATER MANHOLEAND EXTENSION OF EXISTING LINE TONEW HEADWALL LOCATION.

EXISTING SEWER MAINS TO BEPROTECTED DURING CONSTRUCTION.

PROPOSED HDPE 1:100 MIN. FROMREFUELING AND FILL AREAS

G.PIT G.PIT G.PIT G.PIT G.PIT

G.PIT

G.PIT G.PIT

PROPOSED STORMWATERMANHOLE TYP. SSRC.

G.PIT G.PIT

G.PIT

EXISTING POWER POLE TO BERELOCATED.

PROPOSED STORMWATERHIGHFLOW PATH.

PROPOSED STORMWATERQUALITY TANK T.B.C.

EXISTING SEWER MAINS TOREQUIRE B.O.S. DESIGN PHASE

EXISTING STORMWATER CULVERTCROSSING TO BE MAINTAINED.

EXISTING STORMWATERHEADWALL.

WHITE PAINTED TRAFFICDIRECTION ARROWS. TYPICAL

P005 APRELIMINARY SERVICESLAYOUT PLAN

ZAAAAvT

AS SHOWNA1AHD


0 5 10 12.5

PROJECT: JOB No.:


DRAWN:

DESIGN:

CHECKED:

APPROVED:


CLIENT:

DATUM:

SHEET SIZE:

SCALE:


OTTE

D: 03

.09.20

19

PRELIMINARY


A: 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

NOTE:1. REFER TO DWG No. C000 FOR GENERAL NOTES

PROPOSED PURACEPTOR OR OTHERAPPROVED DEVICE TO MANUFACTURER'SSPECIFICATIONS


PROPOSED FOOTHPATH AS PERARCHITECTURAL DRAWINGS.





17 | P a g e

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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

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

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

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

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

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

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

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

0 2

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

0 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

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

0 2

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

Total Score [13]

1

3

4

2

1

0

1

0

0

0

1

15

22



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.





18 | P a g e

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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

Cat

chm

ents

& C

reek

s P

ty L

td

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:

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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

MATERIALSSOCKS: 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:

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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:

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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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Appendix D - Somerset Regional Council Flood Map





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Appendix E - Somerset Regional Council Development Codes

27 Simpson Street Fernvale QLD 4306 Services, works and infrastructure code

Services, works and infrastructure code


Performance outcomes Acceptable outcomes Response

PO1

Premises have an adequate volume and supply of water that: meets the needs of users

a) is adequate for firefighting purposes. b) ensures the health, safety and convenience of the

community; c) minimizes adverse impacts on the receiving

environment.

AO1.1

Where the site is located in a reticulated water supply service catchment area, the development is connected to the reticulated water supply. OR AO1.2

Where the site is not located in a reticulated water supply service catchment area, the development is provided with a potable water supply. AO1.3

Where the site is not located in a reticulated water supply service catchment area, the development is provided with a potable water supply from a tank with a minimum storage capacity of 45,000 litres per dwelling AO1.4

Where the site is not located in a reticulated water supply service catchment area, the development is connected to a potable water supply from an approved bore, and has a tank with a minimum storage capacity of10,000 litres, per dwelling.

The site complies with the acceptable outcomes

PO2 Provision is made for the treatment and disposal of sewage and

effluent to protect public health and prevent contamination of soils, ground water or surface water or

adversely impact on water quality.

AO2.1 Where the site is located in a reticulated sewerage service catchment area, the development is connected to the reticulated sewerage supply OR AO2.2 Where the site is not located in a reticulated sewerage service catchment area, the development is connected to a non-site

The site complies with the acceptable outcomes




and efficient on-site wastewater disposal system in accordance with Queensland, Plumbing and Wastewater Code and Australian Standard A3500.

PO3 Reticulated water and sewerage systems are designed and

constructed in accordance with accepted standards.

AO3.1

Water supply systems and connections are designed and constructed in accordance with the Central SEQ Distributor-Retailer Authority (QUU) standards AO3.2

Sewerage systems and connections are designed and constructed in accordance with the Central SEQ Distributor-Retailer Authority (QUU) standards.

The design of the proposed development will comply with the infrastructure design planning scheme policy.

PO4 Safe and reliable electricity supply is provided to the

development.

AO4 Other than in the Rural zone, development is connected to a reticulated electricity supply.

The design of the proposed development will comply with the infrastructure design planning scheme policy.

PO5 Reliable telecommunications is provided to the development.

AO5 Other than in the Rural zone, development is connected to a telecommunications network.

Site complies with acceptable outcomes




PO6 Vegetation must be protected to ensure that:

a) vegetation of historical, cultural or visual significance is retained;

b) vegetation is retained for erosion prevention and slope stabilization;

c) the character of the local area is maintained; d) pedestrian shading is maintained; e) the conservation of natural biodiversity is assisted

AO6.1 No vegetation clearing (unless minor operational work). OR AO6.2 Vegetation clearing is essential for carrying out work authorised

or required under another Act. OR AO6.3 Vegetation clearing is within the path of, or within three metres

of road, water supply, sewage or stormwater Drainage works.

OR AO6.4 Vegetation clearing is within three metres (as measured from

the centre of the diameter of the tree’s trunk, at ground level) of an existing building or structure. OR AO6.5 Vegetation clearing is authorised by Council and is considered

as one or more of the following: (a)actually or potentially dangerous as a result of being dead, dying or diseased, structurally unsound, or having

a growth form or habit which is hazardous; (b)a threat to the safety of persons or property or The environment integrity; (c)restricting the habitability of the dwelling on the site. OR AO6.6

The proposed development will comply with the infrastructure design planning scheme policy.




Vegetation clearing is essential for the survey of the property boundary by a licensed cadastral surveyor. OR

AO6.7 Vegetation clearing is undertaken to: (a)maintain an existing fire break; (b)undertake works in order to implement an approved fire management plan; or establish a fire break during a fire event or to contain fire in

some other way during afire event.

PO7 Vegetation cleared from the site is disposed of in a manner that does not result in smoke being released into an urban area which would likely cause an impact on human health and safety.

AO7.1

Vegetation is transported off-site for disposal or reuse. OR AO7.2

Vegetation is processed on site for use in landscaping or erosion and sedimentation control

The proposed development will comply with the infrastructure design planning scheme policy.

PO8 The installation of gates and grids across public roads is undertaken to ensure that they do not interfere with:

a) The safe movement of pedestrians and vehicle b) the proper maintenance of the public road

AO8

No acceptable outcome is provided The proposed development will comply with the infrastructure design planning scheme policy.




PO9 Development near utility services does not: (a)adversely affect the function of the service; (b)protects the infrastructure from physical damage; and (c)allows ongoing necessary access for maintenance purposes.

AO9


PO10 Drainage and stormwater management systems: (a)are designed and constructed to ensure all lots are free draining; (b)do not adversely impact on the flooding or drainage performance of downstream properties; (c)direct stormwater to a point of lawful discharge; (d)protect the design flood immunity levels of infrastructure and other development; (e)provide security of tenure for rights to convey and/or discharge stormwater through easements; and (f)protects the downstream built or natural environment.

AO10


PO11 Development implements stormwater quality treatment measures that do not adversely impact on water quality.

A11.1

A site-based stormwater quality management plan (SQMP) is prepared, and provides for achievable stormwater

quality treatment measures that meet design objectives listed in Table 8.3.5.3.B (SQMP Construction Phase) and

The site complies with acceptable outcomes.




Table 8.3.5.3.C (SQMP Post Construction Phase), or current best practice

environmental management.

PO12 Where wastewater discharge to watercourses, water bodies and wetlands cannot be avoided, development does not discharge wastewater unless demonstrated to be best practice environmental management for that site having regard to: (a)ecological values of receiving waters; (b)cumulative effects including impacts on ecosystem health; and (c)the applicable water quality objectives for the receiving waters.

AO12 A wastewater management plan (WWMP) is prepared by a suitably qualified person and addresses:

a) wastewater type and b) climatic conditions; and c) water quality objectives; and d) best-practice environmental management

The WWMP provides that wastewater is managed in accordance with a waste management hierarchy that: (a)avoids wastewater discharges to waterways; or (b)if wastewater discharge to waterways cannot practicably be avoided, minimizes wastewater discharge to waterways by re-use, recycling, recovery and treatment for disposal to sewer, surface water and groundwater.

Not applicable for this development.

PO13 Wastewater discharge to watercourses, waterbodies and wetlands from nutrient hazardous areas or saline areas is managed in away that maintains ecological processes, riparian vegetation, integrity, and downstream ecosystem health and does not adversely impact on water quality

AO13

No acceptable outcome is provided Not applicable for this development.

PO14 Construction and operation does not adversely impact on water quality.

AO14 An erosion and sediment control plan (ESCP) is prepared by a

suitably qualified person.

Not applicable for this development.




PO15

The design and management of the development integrates water cycle elements so that: (a)potable water demand is reduced; (b)wastewater generation is minimised; (c)stormwater peak discharges and runoff volumes are not worsened; (d)natural drainage lines and hydrological regimes are maintained as far as practicable; (e)large, uninterrupted impervious surfaces are minimised; (f)reuse of stormwater and grey water is encouraged where public health and safety will not be compromised; and (g)water is used efficiently.

AO15

No acceptable outcome is provided Not applicable for this development.





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Appendix F – SPEL Product Information

www.spel.com.au

SPEL StormsackAt-source Gross Pollutant Trap

2

An all too common issue with today’s highly impervious landscape is how to meet stormwater regulations with limited budgets and tight space constraints.

SPEL StormSack filtration solutions are highly engineered water quality devices that are deployed directly in the stormwater system to capture contaminants close the surface for ease of maintenance. Easily retrofitted into new or existing structures, SPEL StormSack filtration technology is a decentralized approach to stormwater treatment that essentially repurposes traditional site infrastructure and customizes it to meet specific site water quality goals. In this way, it satisfies important objectives of today’s LID (Low Impact Development) criteria.

From an operations perspective, catch basins with SPEL Stormsack filters are also easier and quicker to clean out because pollutants are trapped just under the grate.

StormSackThe SPEL StormSack is specifically designed for the capture of gross pollutants: sediment, litter, and oil and grease. Ideally suited for municipal storm drain retrofits, the SPEL StormSack’s unique design allows maintenance to be performed using conventional vacuum suction equipment.

Stormwater Treatment

Application Regulatory Issue Target Pollutants

Council Storm Drain Retrofits At-source litter capture Sediment, Litter, O&G

Commercial/Retail/Residential Stormwater Compliance Sediment, Litter, O&G

Litter Prone Urban Areas Cost effective litter control Litter ≥ 5 mm

Scrap Metal/Solid Waste/Oil Storage/Etc Industrial Multi-Sector General Permit Gross Pollutants, O&G

Part of Treatment Train Council Stormwater Quality Improvement Targets Sediment, Litter, O&G

Construction Sediment/Erosion Sediment Control Plan Sediment/Erosion Control

Features

1. Durable, aluminum frame construction

2.Integral oil boom effectively captures oil and grease from spills

3.Patented dovetailed flange – allows 12cm of length/width field adjustment

4.Polypropylene netting protects sack from suction hose during maintenance

5.Steel clip with locking tab holds replaceable filter sack in place

6. Baffled bypass traps floatables

Standard SPEL Stormsack to suit Pit Sizes

450x450mm

600x600mm

900x600mm

900x900mm

[ 4 ]

[ 2 ]

[ 3 ]

[ 1] [ 5 ][ 6 ]

Custom sizes (i.e. 1200x900mm) can be manufactured on short lead times

3

Specifications & DetailsGeneral Description

This technology is a post developed stormwater treatment system. The SPEL StormSack provides effective filtration of solid pollutants and debris typical of urban runoff, while utilising the existing or new storm drain infrastructure. The StormSack is designed to rest on the flanges of conventional catch basin frames and is engineered for most hydraulic and cold climate conditions.

Installation And Maintenance

Installation procedures shall include removing the storm grate, cleaning the ledge of debris and solids, measuring catch basin clear opening and adjusting flanges to rest on grate support ledge. Install SPEL StormSack with splash guard under curb opening so the adjustable flanges are resting on the grate support ledge. Install corner filler pieces. Reinstall storm grate directly on support flanges [rise shall be no more than 1/8 inch (3 mm)].Maintenance: Typically the SPEL StormSack is serviceable from the street level, and therefore maintenance does not require confined space entry into the catch basin structure. The unit is designed to be maintained in place with a vacuum hose attached to a sweeper or a vactor truck. The oil boom is also designed to easily be replaced from the street level. Use only SPEL replaceable parts.

Products

Material and Design A. Adjustable Flange and Deflector: Aluminum Alloy

6063-T6 B. Splash Guard: neoprene rubber C. Stormsack: woven polypropylene geotextile with US

Mesh 20 D. Corner Filler: Aluminum Allow 5052-H32 E. Lifting Tabs: Aluminum Allow 5052-H32 F. Replaceable Oil Boom: polypropylene 3 inch

(76 mm) diameter G. Mesh Liner: HDPE, diamond configuration H. Support Hardware: CRES 300 Series Typical Performance Characteristics A. Debris capacity: 8.5cu. ft. (0.24 m3) B. Filtered flow rate: 7.3 cfs (207 lps) C. Primary baffled bypass flow rate: 4.2cfs (119 lps) D. Secondary bypass flow rate: 0.4 cfs (10 lps) E. Total bypass flow rate: 4.6 cfs (130 lps) F. Oil boom sorption capacity: 376 oz (11 L) Recommended minimum clearance from bottom of SPEL StormSack to inside bottom of vault is 2 inches (50 mm) Typical frame adjustability range of 5 inches (127 mm) in each direction.

Benefits

Field PerformanceThe SPEL Stormsack was introduced to the Australian market in 2012 and field testing is underway at several locations in South-east Queensland. Laboratory testing has shown capture of 99.99% of gross pollutants up to the bypass flow rate.* Further results will be provided as they become available.

www.spel.com.auSPEL Environmental accepts no responsibility for any loss or damage resulting from any person acting on this information. The details and dimensions contained in this document may change, please check with SPEL Environmental for confirmation of current specifications.

HEAD OFFICEPO Box 6144 Silverwater NSW 1811

100 Silverwater Rd Silverwater NSW 2128

Phone: +61 2 8705 0255 Fax: +61 2 8014 8699

DESIGN OFFICESNew South Wales 61 2 8705 0255 Canberra 61 2 6128 1000 Queensland 61 7 3271 6960 Victoria & Tasmania 61 3 5274 1336 South Australia 61 8 8275 8000 West Australia 61 8 9350 1000 Northern Territory 61 2 8705 0255 New Zealand 64 9 276 9045

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www.spel.com.au

SPEL Filter INSTALLATION MANUAL

Model Number

Job Number

22 www.spel.com.auSPEL Filter | Installation Manual

Contents

Introduction ............................................................................................ Pg.3

Figure 1 - Spel Filter Specifications ......................................................... Pg.3

Spel Filter Vault Types ............................................................................. Pg.4

Spel Filter Install Prerequisites ................................................................. Pg.4

Figure 2 - Spel Filter Install ...................................................................... Pg.4

Health And Safety ................................................................................... Pg.5

Personal Health & Safety ........................................................................ Pg.5

Personal Protective Equipment / Safety Equipment ................................ Pg.5

Figure 3 - Safety Materials ..................................................................... Pg. 5

Materials Required To Install Spel Filters.................................................. Pg.6

Figure 4 - Spel Filter Install Set-Up ......................................................... Pg. 6

Spel Filter Installation .............................................................................. Pg.7

Installation Of A Spel Filter System Procedure ......................................... Pg.7

Figure 5 - Standard Install With Pvc Outlet Pipework .............................. Pg.8

Figure 6 - Standard Install With Channel Outlet Pipework ....................... Pg.9

Figure 7 - Standard 2 Install With Channel Outlet Pipework .................. Pg.10

xxx

xxx

3www.spel.com.au SPEL Filter | Installation Manual

Introduction

Understanding how to correctly and safely install the SPEL Filter is essential for the preservation of the filter’s condition and its operational effectiveness. The SPEL Filter is a highly engineered Stormwater filtration device designed to remove fine sediments, heavy metals, nitrogen and phosphorus from stormwater runoff. The SPEL Filter relies on a spiral wound media filter cartridge. The Filters can be housed in either a concrete or fiberglass structure that evenly distributes the flow between cartridges. Flow through the filter cartridges is gravity driven and self-regulating, which makes the SPEL Filter system a low maintenance, high performance stormwater treatment device. This manual will provide the necessary steps that are to be taken to correctly and efficiently install the SPEL Filter product.

Figure 1. SPEL Filter Specifications

SPEL Filter Height – 920mm

SPEL Filter Diameter – 700mm

CHAPTER 1

Chapter 1


SPEL Filter Vault Types

Spel Filter Install Prerequisets:

There are three vault types, which the SPEL Filter can be installed into:

1. Precast Vault: Monolithically poured concrete vault (Base and walls) 2. Cast in place vault: Custom designed for site. 3. Fiberglass Vault: Must be made by an approved supplier.

• Vault must be clean from all debris, etc.• Vault must be easily accessible.• 900 x 900mm Lid must be installed correctly and operational.• Structure of the tank must be safe and hazard free.

CHAPTER 2

Figure 2. SPEL Filter install

Chapter 2


Health and Safety

a. Personal Health & SafetyWhen carrying out the necessary installation operations of the SPEL Filter all contractors and staff personnel must comply with all current workplace health and safety legislation.The below measures should be adhered to as practically as possible. • Comply with all applicable laws, regulations and standards • All those involved are informed and understand their obligations in respect of the workplace health and safety

legislation. • Ensure responsibility is accepted by all employees to practice and promote a safe and healthy work environment.

b. Personal Protective Equipment / Safety equipmentWhen carrying out the necessary installation operations of the SPEL Filter, wearing the appropriate personal protective equipment and utilising the adequate safety equipment is vital to reducing potential hazards. Personal protective equipment / safety equipment in this application includes: • Eye protection • Safety apron • Fluorescent safety vest • Form of skin protection • Puncture resistant gloves • Steel capped safety boots • Ear muffs • Hard hat/s • Sunscreen c. If classed as confined space • Harness • Gas detector • Tripod • Spotter

CHAPTER 3CHAPTER 2

Figure 3. Safety Materials

Chapter 3


Materials Required To Install Spel Filters

When installing the SPEL Filter, having the necessary tools and equipment is vital to efficiently and effectively installing the SPEL Filters. Tools that will be required include: • PVC Pipe Primer • PVC Pipe Cement • Hammer Drill • Hammer • Hole saw • Battery / Power Drill • Hack Saw • Ratchet Kit • Shovel • Tripod • Winch/Chain block for lowering Filters into vault • Ladder • Sikaflex Gun

Items/products that will be included: • SPEL Filter/s • Weir wall & Fixings • Energy Dissipater (if required) • Pipework & Fittings • Fixings • Anti - Floatation brackets

CHAPTER 4

Figure 4. SPEL Filter install set-up

Chapter 4


SPEL Filter Installation

SPEL Filter installation procedures may vary depending on the configuration of the SPEL Filters, the type of vault and engineers specs. Installation instructions for manhole SPEL Filter systems and precast vault SPEL Filter systems are contained in this section. Custom SPEL Filter systems may have particular installation issues that will be addressed during the design.

INSTALLATION OF A SPEL FILTER SYSTEM PROCEEDURE1. Implement Pre-start safety measures. Ensure that the area in which operational works are to be carried out is cordoned off, to prevent unauthorised

access. Adequate safety barriers must be erected. Area in which work is to be carried out must be clean, safe and hazard free. (Refer to figure 4.)

2. Set-up Gantry Tri-pod above Manhole. Assemble and position the gantry above the manhole safely and as practically as possible. Attach the winch

or chain block to the gantry for lifting the SPEL Filters. Perform safety procedures ie. Attach harnesses etc. (if confined space).

3. Open manhole lid. Once you have sent up the Gantry and ensured that the area is safe to operate in, you can proceed to open the

manhole lid, using lid lifters.

4. Conduct Gas tests. (If tank is classed confined space) Once the lids have been removed to a safe distance to prevent tripping, you must then proceed to conduct gas

tests. Perform necessary gas tests according to the confined space regulations.

5. Once confined space has been deemed safe to operate in, enter tank safely. Once you have carried out the required gas test and the work area is deemed safe, you may then enter the pit via

a ladder or winch system to assess the work area you will be operating in. Ensure all confined space procedures are followed.

6. Set up weir wall over outlet pipe and energy dissipater over inlet pipe (if required). When installing the weir wall you must ensure that it is securely bolted to the tank wall and completely sealed.

Centre the aluminium weir over the outlet pipe and fix weir to tank wall with the supplied fixings. Then use Sikaflex to seal around the edge of the weir and filter outlet pipework.

7. Install pipework and SPEL Filters. Please refer to the below standard install diagrams for the SPEL Filters. Then refer to your site specific drawings,

as site requirements may require something different to the standard layout. Lower filters into tank, position into place, connect filter outlet pipework with the supplied fittings.

8. Install anti – floatation bars. Please refer refer to the detailed drawings showing how the Anti – Floatation (Anchor) bars are to be installed.

CHAPTER 5CHAPTER 4

Chapter 5


Figure 5. Standard install with PVC Outlet pipework

Chapter 5


Figure 6. Standard install with Channel system Outlet pipework

Chapter 5


Figure 7. Standard install with Channel system Outlet pipework

Chapter 5

SP

EL F

ilter

man

ual

www.spel.com.auSPEL Environmental accepts no responsibility for any loss or damage resulting from any person acting on this information. The details and dimensions contained in this document may change, please check with SPEL Environmental for confirmation of current specifications.

HEAD OFFICEPO Box 6144 Silverwater NSW 1811

100 Silverwater Rd Silverwater NSW 2128

Phone: +61 2 8705 0255 Fax: +61 2 8014 8699

DESIGN OFFICESNew South Wales 61 2 8705 0255 Canberra 61 2 6128 1000 Queensland 61 7 3271 6960 Victoria & Tasmania 61 3 5274 1336 South Australia 61 8 8275 8000 West Australia 61 8 9350 1000 Northern Territory 61 2 8705 0255 New Zealand 64 9 276 9045

SECTION A-A

A A

1

1

2

2

3

3

4

4

5

5

6

6

A A

B B

C C

D D

SIZE

CUSTOMER CODE :

DWG No.

REV

SCALE

SHEET

A3

SP18-SF11000-P

29-03-18

1

N.T.S

1

TITLE

DateApproved

Date

Date

Date

Check

Verified

DrawnCLIENT:

Request No.

P.Z.

RN1849

DISTRIBUTOR :PROJECT :

SPEL PRECAST TANK

3.7 kL CLASS D

SF.169D/02-29.CON.300

2 SPEL FILTER CARTRIDGES

C:\Vault W

orking Folder\D

esigns\SPEL\PRO

DU

CTS\FILTER

\EM

C-45\STAN

DAR

D\02 FILTERS\CO

NCRETE\PRO

JECTS\SPEL PRECAST T44 TAN

K 3.7 kL\SP18-SF11000-P.idw

TOLERANCE: ALL DIMENSIONS 10mm UNLESS OTHERWISE STATED.

REVISION HISTORYREV DESCRIPTION BY DATE CHECKED BY

1 INITIAL RELEASE P.Z. 29/03/2018

ISOMETRIC VIEW

PLAN VIEW

CONFIDENTIAL - The drawings must not be disclosed to any thirdparties without written permission from SPEL Environmental Sydney.Unauthorised disclosure may result in prosecution.© SPEL Environmental - This drawing is the property of SPELEnvironmental ABN: 83 151 832 629 and is subject to return ondemand. It is submitted for the use only in connection with theproposal and contracts of SPEL Environmental with the expressedconditions that it is not to be reproduced or copied in any form.This data must only be used in accordance with our standardterms and conditions.© CopyrightSPEL Environmental accepts no responsibility for any loss ordamage resulting from any person acting on this information.The details and dimensions contained in this document may change,please check with SPEL Environmental for confirmation of currentspecifications.

APPROVED.................

NAME................................

SIGNED.............................

DATE........../........../..........

ISSUE FOR APPROVAL NOT FOR CONSTRUCTION

INLET

100

OUTLET

SIDE VIEW

1825

OVE

RAL

L H

EIG

HT

900

1730I.D. 15

25IN

TER

NAL

H'T

200

100

2 OFF SPEL FILTER EMC45

WEIR BOX

PLAN VIEW

COVER & LID REMOVED FOR CLARITY

TANK VOLUMES

TANK LID

2.5 t 1.8 t

NOTE:

LIFTING WEIGHTS MAY VARY

DEPENDING ON CUSTOM DESIGN

LID - CLASS D 900 x 900

ACCESS MANHOLE 900 x 900

1930O.D.

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