site based stormwater management plan · the subject is located at 14 schofields road, schofields...

SITE BASED STORMWATER MANAGEMENT PLAN FOR PROPOSED RESIDENTIAL DEVELOPMENT 14 SCHOFIELDS ROAD, SCHOFIELDS September 2017

Australian Consulting Engineers ENGINEERS | PROJECT MANAGERS | DEVELOPMENT CONSULTANTS

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Site Based Stormwater Management Plan Proposed Residential Development 14 Schofields Road, Schofields

Prepared For Blacktown City Council

Client Toplace Pty Ltd

Project No. ACE160400

Issue B September 2017

Australian Consulting Engineers Sydney + Brisbane

Tel: +61 2 9763 1500

Shop 2, 141 Concord Road, North Strathfield NSW 2137 [email protected]


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Document Information

Project No: ACE160400 Report Type: Site Based Stormwater Management Plan Site Address: 14 Schofields Road, Schofields NSW 2762

Document Filename: ACE160400.CIV.DA - SBSMP-Issue B

Issue A Position Date Comments Prepared By Asif Al Sadiq Civil Engineer

15 September 2017

Reviewed By Joe Bacha Director / Civil Engineer

15 September 2017

Issue B Position Date Comments Prepared By Asif Al Sadiq Civil Engineer

20 September 2017

Reviewed By Joe Bacha Director / Civil Engineer

20 September 2017

Copyright © 2017 – Australian Consulting Engineers This report, models, and other enclosures have been prepared expressly for the Client and for the sole purpose as described in the supplied plans herein. This report and models are copyright to Australian Consulting Engineers and no part (including the whole of the same) shall be used for any other purpose or by any other third party without prior written consent by Australian Consulting Engineers. The Client, listed below, is defined as the person or persons named in this report or the person or persons for whom the named property developer is acting as an agent.

Client Comments Toplace Pty Ltd Nil

Disclaimer The advice and information contained within this report relies on the quality of the records and other data provided by the Client and obtained from Ipswich City Council along with the time and budgetary constraints imposed.


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EXECUTIVE SUMMARY

This report assesses the overland flow, the lawful point of discharge and the site based stormwater quantity and quality requirements for the Proposed Residential Development at 14 Schofields Road, Schofields in accordance with Council’s Planning Scheme.

On-site detention and water quality treatment will be provided by two (2) detention basins with the bio-retention basins incorporated at the base.

A DRAINS ILSAX model was used to simulate the stormwater runoff through the site for 63% AEP, 39% AEP, 18% AEP, 10% AEP, 5% AEP, 2% AEP and 1% AEP storm events to demonstrate the ‘no worsening’ of the pre-development state.

A MUSIC model was developed to simulate pollutant loads discharging within stormwater runoff from the site to demonstrate the compliance with the Blacktown City Council guidelines.

External catchment runoff will be safely conveyed through the site towards the Lawful Points of Discharge.


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TABLE OF CONTENTS 1 INTRODUCTION ................................................................................................. 6

2 STORMWATER QUANTITY MANAGEMENT PLAN ......................................... 7

2.1 Site Details Summary ........................................................................................ 7

2.1.1 Location / Existing Development Details ............................................. 8

2.1.2 Existing Topography and Drainage Patterns ....................................... 9

2.1.3 Proposed Subdivision Plan .................................................................... 9 2.2 Methodology Used ........................................................................................... 9

2.3 Hydrologic Model Establishment .................................................................. 10

2.3.1 Pre-development Scenario ................................................................. 10

2.3.2 Post-development Scenario ............................................................... 11 2.4 Hydraulic Analysis ........................................................................................... 11

2.4.1 Detention Requirements ...................................................................... 11

2.4.2 Conceptual Stormwater Plan .............................................................. 12 2.5 Guidelines for Sector 94 Stormwater works ................................................. 12

2.6 External catchment ........................................................................................ 12

2.7 Calculation for Swale along Schofields Road ............................................ 13 3 STORMWATER QUALITY MANAGEMENT PLAN .......................................... 14

3.1 Opportunities and Constraints for Stormwater Quality Management ... 14

3.1.1 Site Constraints ..................................................................................... 14 3.2 Pollutants of Concern ..................................................................................... 14

3.2.1 Construction Phase .............................................................................. 14

3.2.2 Operational Phase ............................................................................... 14 3.3 Stormwater Management Objectives ........................................................ 15

3.4 Design/Modelling Approach ........................................................................ 15

3.4.1 Modelling Guidelines ........................................................................... 15

3.4.2 Rainfall Data and Input Parameters ................................................... 15

3.4.3 MUSIC Model Layout ............................................................................ 15

3.4.4 Bio-retention Basin ............................................................................... 16


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3.4.5 Modelling Results, Comparisons and Compliance .......................... 17 3.5 Calculation of Stream Erosion Index ............................................................ 19

4 EROSION AND SEDIMENT CONTROL ........................................................... 20

4.1 General ............................................................................................................ 20

4.1.1 Pre – Construction ................................................................................ 20

4.1.2 During Construction ............................................................................. 21

4.1.3 Post - Construction ............................................................................... 21 5 CONCLUSION .................................................................................................. 23

6 REFERENCES .................................................................................................. 24

7 APPENDICES ................................................................................................... 25

LIST OF APPENDICES

APPENDIX A ........ PROPOSED LAYOUT ................................................................................................ 26 APPENDIX B ......... CONCEPT ENGINEERING PLANS ........................................................................... 27 APPENDIX C ........ DRAINS OUTPUT AND RESULT ................................................................................. 28 APPENDIX D ........ SCHOFIELDS ROAD SWALE CALCULATION ......................................................... 29 APPENDIX E ......... BRIEF REPORT FOR INTERNAL STORMWATER QUALITY TREATMENT ................... 32 APPENDIX F ......... CALCULATION OF SEI ............................................................................................. 33

LIST OF TABLES TABLE 2.1 – SITE DETAILS / DEVELOPMENT SUMMARY .......................................................................... 7 TABLE 2.2 - HYDROLOGIC PARAMETERS FOR CATCHMENT 1 CONTRIBUTING TOWARDS OUTLET 1 (BASIN1) ................ 10 TABLE 2.3 - HYDROLOGIC PARAMETERS FOR EXTERNAL CATCHMENT 2 CONTRIBUTING TOWARDS OUTLET 2 (BASIN 2) .............................................................................................................. 10 TABLE 2.4 - HYDROLOGIC PARAMETERS FOR CATCHMENT 1 CONTRIBUTING TOWARDS OUTLET 1 ............................... 11 TABLE 2.5 - HYDROLOGIC PARAMETERS CATCHMENT 2 CONTRIBUTING TOWARDS OUTLET 2.... 11 TABLE 2.6 – DETENTION BASIN PROPERTIES .......................................................................................... 11 TABLE 2.7 – SUMMARY OF PEAK DISCHARGE ..................................................................................... 12 TABLE 3.1 – CONSTRUCTION PHASE POLLUTANTS .............................................................................. 14 TABLE 3.2 – OPERATIONAL PHASE POLLUTANTS ................................................................................. 15 TABLE 3.3 - MUSIC MODELLING TARGETS ............................................................................................ 17

LIST OF FIGURES

FIGURE 2.1 - LOCALITY MAP .................................................................................................................... 8 FIGURE 3.1 – MUSIC MODEL LAYOUT ................................................................................................... 16 FIGURE 3.2 – BIO-RETENTION BASIN 1 PARAMETERS ........................................................................... 16 FIGURE 3.3 - MUSIC MODELLING RESULTS – BIO-RETENTION BASIN 1 .............................................. 18 FIGURE 3.4 - MUSIC MODELLING RESULTS – BIO-RETENTION BASIN 2 .............................................. 18 FIGURE 3.5 - PRE-DEVELOPED OUTPUT FLOW ..................................................................................... 19 FIGURE 3.6 - POST-DEVELOPED OUTPUT FLOW ................................................................................... 19


Australian Consulting Engineers ACE160400.CIV.DA - SBSMP-Issue B ENGINEERS | PROJECT MANAGERS | DEVELOPMENT CONSULTANTS www.aceeng.com.au

1 INTRODUCTION Australian Consulting Engineers have been commissioned to undertake a Site Based Stormwater Management Plan for the Proposed Residential Development at 14 Schofields Road, Schofields.

The aim of this report is to thus:

1. Identify the proposed development details;

2. Describe the existing site topography and features;

3. Identify the Lawful point of discharge;

4. Stormwater quantity management;

5. Stormwater quality management;

6. Assess erosion and sediment control;

7. Ensure the proposed development achieves the principle of "no worsening", as per Blacktown City Council Development Control Plan.

The limitations of this report are:

1. Existing services location and size have been derived from Council and Statutory Authorities’ search records which have been made available;

2. The concept plans provided are not for construction purpose.

This report has been prepared generally in accordance with Blacktown City Council guidelines and other reference documents mentioned in Section 6 of this report.



2 STORMWATER QUANTITY MANAGEMENT PLAN

2.1 Site Details Summary Table 2.1 provides a summary of development details for the subject site. Table 2.1 – Site Details / Development Summary

Development Details Comments

Applicant’s Name Toplace Pty Ltd

Street Address 14 Schofields Road

Suburb Schofields

State / Postcode NSW / 2762

Local Government Area Blacktown City Council

Zoning

SEPP (SRGC) 2006:R3, SEPP (SRGC) 2006:SP2-Infrastructure-Classified Road, SEPP (SRGC)

2006:SP2-Infrastructure-Drainage, SEPP (SRGC) 2006:SP2-Infrastructure-Educational

Establishment, SEPP (SRGC) 2006:SP2-Infrastructure-Local Road

Current Site Area Approx. 12 hectares

Real Property Description Lot 121 DP 1203646



2.1.1 Location / Existing Development Details The subject is located at 14 Schofields Road, Schofields and has a total site area of approximately 12.0 hectares. The subject site is bound to the north by Schofields Road, by proposed residential subdivisions to the east and by a riparian corridor to the south and west.

The majority of the site is covered with dense grass with scattered trees. Currently, the main access to the site is from Schofields Road to the north.

See Figure 2.1 Below for a locality map of the site.

Figure 2.1 - Locality Map

SITE

N



2.1.2 Existing Topography and Drainage Patterns The topography and drainage patterns of the subject site are generally as follows -

1. There is a high point along the middle of the eastern boundary, and from that point the site slopes towards the south-western and north-eastern direction.

2. Majority of the site falls from the east to the south-west towards a natural gully within the riparian corridor, at an approximate average grade of 3.4%. The creek then flows towards north and ultimately discharges into an existing set of culverts under Schofields Road. This discharge point has been labelled as Outlet 1.

Refer to Existing Stormwater Catchment Plan (Dwg no. 409) in Appendix B.

3. Part of the site discharges to north-east towards a natural gully at an approximate average grade of 4.3%. The gully then also discharges towards north into an existing set of culverts under Schofields Road. This discharge point has been labelled as Outlet 2.

Refer to Existing Stormwater Catchment Plan (Dwg no. 409) in Appendix B.

4. The site has a minor external catchment contributing from the east from the neighbouring subdivision.

Refer to Proposed Stormwater Catchment Plan (Dwg no. 400) in Appendix B.

2.1.3 Proposed Subdivision Plan It is proposed to construct residential apartment buildings within the subject site. Refer to the proposed subdivision plan in Appendix A.

2.2 Methodology Used The stormwater runoff from the site discharges into two discharge points as described in section 2.1.2. These Outlets will be the lawful points of discharge for the proposed development.

The proposed development will ensure ‘no worsening’ of runoff to the pre-development state at these two (2) outlets.

The pre-development and post-development runoff at these outlets will be assessed in DRAINS by utilizing ILSAX calculations for all (63% AEP, 39% AEP, 18% AEP, 10% AEP, 5% AEP, 2% AEP and 1% AEP) storm events

Refer to Existing Stormwater Catchment Plan in Appendix B for the locations of the outlets.

The runoff from external flow will bypass through the site towards Schofields Road via a swale constructed within the subject site.



Refer to Concept Roadworks and Drainage Plan (Dwg no. 300 in Appendix B for further details.

2.3 Hydrologic Model Establishment DRAINS ILSAX model was used for all storm events to analyse and determine the pre-development stormwater runoff.

DRAINS is an integrated hydrological and hydraulic model. It can model the hydrology through an ILSAX module including detention storages. Model parameters for sub catchment storages have been selected from recommended design values from the following data sources:

1. Time of Concentration – Time of Concentration has been calculated in accordance with AR&R.

2. Catchment roughness values – Based on aerial photography and previous experience with similar hydrologic assessment; and

3. Intensity-Frequency-Duration (IFD) values and rainfall temporal patterns were sourced from the Australian Government, Bureau of Meteorology in conjunction with Council’s IFD tables & charts.

2.3.1 Pre-development Scenario Refer Appendix B for the Existing Stormwater Catchment Plan. The following table details the hydrological parameters adopted for the existing catchments to calculate the pre-development runoff at the lawful points of discharge (Outlets) by using ILSAX DRAINS model. Table 2.2 - Hydrologic Parameters for Catchment 1 contributing towards Outlet 1 (Basin1)

Parameters Value Source Catchment No 1 Existing Catchment Plan

Area (ha) 9.1 Existing Catchment Plan Total Flowpath (m) 390 Existing Catchment Plan

Slope (%) 3.4 Existing Catchment Plan Retardance coefficient, n 0.04

Q100 – ILSAX (m3/s) 2.06 DRAINS Table 2.3 - Hydrologic Parameters for External Catchment 2 contributing towards Outlet 2 (Basin 2)

Parameters Value Source Catchment No 2 Existing Catchment Plan

Area (ha) 2.93 Existing Catchment Plan Total Flowpath (m) 209 Existing Catchment Plan

Slope (%) 4.3 Existing Catchment Plan Retardance coefficient, n 0.04

Q100 – ILSAX (m3/s) 0.871 DRAINS



2.3.2 Post-development Scenario The Post-development runoff towards the Outlets have been calculated in DRAINS. Table 2.4 - Hydrologic Parameters for Catchment 1 contributing towards Outlet 1

Parameters Value Source Catchment No 1 Proposed Catchment Plan

Area (ha) 8.57 Proposed Catchment Plan Total Flowpath (m) 580 Proposed Catchment Plan

Slope (%) 4 Proposed Catchment Plan Grassed Retardance coefficient, n 0.035 Paved Retardance coefficient, n 0.013


Table 2.5 - Hydrologic Parameters Catchment 2 contributing towards Outlet 2

Parameters Value Source Catchment No 2 Proposed Catchment Plan

Area (ha) 2.14 Proposed Catchment Plan

Total Flowpath (m) 137 Proposed Catchment Plan

Slope (%) 4.3 Proposed Catchment Plan

Grassed Retardance coefficient, n 0.035 Paved Retardance coefficient, n 0.013


2.4 Hydraulic Analysis

2.4.1 Detention Requirements DRAINS ILSAX model was used to analyse the detention requirements for a range of storm events.

To mitigate the increased post-development runoff from the development towards Outlet 1 and 2, it has been proposed to construct detention basins prior to outlet within the property.

The following table details the preliminary detention basin requirements for the proposed development. Table 2.6 – Detention Basin properties

Catchment Basin Total Basin Volume (m3)

Q100 Storage Volume (m3)

Outlet

Catchment 1 Basin 1 5518 3496 1 x 300 mm uPVC

Catchment 2 Basin 2 954 800 1 x 225 mm uPVC

Table below summarises the peak discharge from the site in the pre-development and post-development scenario at all Outlets.



Table 2.7 – Summary of Peak Discharge

Outlet Scenario AEP

39% 18% 10% 5% 2% 1%

1 Pre-development 0.134 0.493 0.749 1.17 1.68 2.06

Post-development 0.123 0.391 0.565 0.90 1.26 1.68

2 Pre-development 0.052 0.191 0.323 0.503 0.684 0.871 Post-development 0.051 0.118 0.230 0.326 0.493 0.666

The table indicates that with the proposed detention basins, the development will successfully attenuate all post-development peak discharges to less than pre-development flows, for all investigated return periods, refer Appendix C.

2.4.2 Conceptual Stormwater Plan A Concept Roadworks and Drainage Plan (Dwg no. 300) has been prepared which details internal stormwater drainage and the locations of the proposed bio-retention and detention basins, refer Appendix B.

2.5 Guidelines for Sector 94 Stormwater works The proposed detention basin 1 will be a permanent Stormwater Infrastructure in the North-West Growth Centre (NWGC).

Proposed Detention Basin 1 has been designed in accordance with Blacktown City Council’s ‘Guidelines for the investigation and design of Section 94 stormwater works’ for the North-West Growth Centre.

Refer to Dwg No. 500 - 503 in Appendix B for the detail of the proposed detention / bio-retention basins.

2.6 External catchment The proposed development will have an external catchment to the east contributing runoff from the adjoining sub-division. A future detention basin located in the neighbouring residential development will discharge into the existing gully that runs to the north of basin 2 of our site.

An overland flow channel will be constructed within the subject site, to the north of basin 2, to safely convey this external catchment runoff towards the proposed culverts under Pelican Road.

Therefore, the external catchment runoff will bypass the on-site detention and water quality treatment system and discharge towards Outlet 2 as per existing Scenario.

Refer to the Concept Roadworks and Drainage Plan in Appendix B for further details.



2.7 Calculation for Swale along Schofields Road The proposed development has a swale to the north along the property boundary along Schofields Road.

A calculation has been undertaken to determine the water depth along the swale in a 1% AEP event to ensure that the proposed FFL of the buildings along the swale will have the required freeboard.

The result of the calculation indicated that the proposed buildings will have the necessary freeboard from the 1% AEP water level in the swale.

Refer to Appendix D for the detailed calculation and results.



3 STORMWATER QUALITY MANAGEMENT PLAN This report addresses the stormwater quality treatment measures for the road reserve areas and basin areas itself, as a requirement of Section 94 stormwater works. It has been proposed to install two (2) bio-retention basins to treat stormwater generated from the road reserve area in the operational phase, to comply with the Blacktown City Council guidelines.

The water quality management in the construction phase will be discussed in Section 4 of this report.

As a requirement of Section 94 stormwater works, the stormwater runoff from the apartment buildings will be treated internally. Refer to Appendix E for the brief report which provides the catchment plan and MUSIC model results to demonstrate how the internal stormwater quality treatment system achieves the Stormwater Quality Objectives.

3.1 Opportunities and Constraints for Stormwater Quality Management

3.1.1 Site Constraints The part of the site located to the north-east and west, will bypass the stormwater quality treatment train. The proposed Stormwater quality treatment train will compensate for this lot that bypasses the treatment train.

Refer to Proposed Stormwater Catchment Plan in Appendix B for the bypass areas.

3.2 Pollutants of Concern

3.2.1 Construction Phase During the construction phase of this development, the pollutants listed in the Table have been identified as being typically generated for this type of development. Table 3.1 – Construction Phase Pollutants

Pollutants Source Litter Paper, construction packaging, food packaging, cement bags, off cuts Sediment Unprotected exposed soils and stockpiles during earthworks and building Hydrocarbons Fuel an oil spill, leaks from construction equipment Toxic Materials Cement slurry, asphalt prime, solvents, cleaning agents, washwater (eg from tile

works) pH Altering Substances

Acid sulfate soils, cement slurry and washwaters

3.2.2 Operational Phase The key pollutants generated by developments of this kind during the operational phase (post construction) phase are tabulated below. This presented in bold text are identified as the key pollutants to be targeted for treatment and have been selected with consideration of the proposed operational activates and processes to be undertaken on this site.



Table 3.2 – Operational Phase Pollutants Type Comment Litter Common Sediment Common Nutrients (Nitrogen and phosphorus) Common Hydrocarbons Common Heavy metals Associated with fine sediment Surfactants Common Organochlorins and organophosphates Unlikely to be present Thermal pollution Maybe present pH altering substances Maybe present Oxygen demanding substances Maybe present Pathogens/Faecal coliforms Maybe present

During the operational phase, no major sources of oxygen demanding substances, pathogens/faecal coliforms, organochlorins and organophosphates have been identified with the proposed development; it is therefore believed that no further consideration of these pollutants is required.

3.3 Stormwater Management Objectives The aim of this Stormwater Quality Management Plan is to minimise the generation and export of sediment and other pollutants resulting from the operational phase of the project.

Two (2) bio retention basins will be installed within the proposed detention basin. The basin floor will have a filter layer and planted with vegetation. The stormwater will be directed and discharged to this area of the proposed bio retention location.

3.4 Design/Modelling Approach

3.4.1 Modelling Guidelines MUSIC Version 6.2 was used to assess pollutant generation and the performance of stormwater treatment measures for the proposed residential development. The modelling has been undertaken in accordance with Blacktown City Council’s Developer Handbook for Water Sensitive Urban Design.

3.4.2 Rainfall Data and Input Parameters MUSIC-link for Blacktown City Council has been used for Rainfall Data and Input Parameters.

3.4.3 MUSIC Model Layout The layout of the site and the proposed drainage pattern were considered in the creation of the MUSIC model. The figure below presents the general layout of source, treatment and receiving nodes used in the modelling.

Refer to WSUD/MUSIC Modelling Catchment Plan (Dwg no. D702) in Appendix B.



Figure 3.1 – MUSIC Model Layout

3.4.4 Bio-retention Basin Two (2) bio-retention basins have been incorporated to act as stormwater treatment devices for the site. The bio-retention basin will be constructed as part of the proposed detention basins, refer Appendix B. Rainfall runoff generated within the site is to be collected via a drainage system and discharged into the proposed bio-retention basins for treatment. The following parameters were adopted to the bio-filtration basins, and in accordance with Blacktown City Council guidelines.

Figure 3.2 – Bio-retention Basin 1 Parameters



Figure 3.3 – Bio-retention Basin 2 Parameters

3.4.5 Modelling Results, Comparisons and Compliance Water Quality targets set by Blacktown City Council are shown on the table below. The water quality targets are in the form of percentage reduction achieved with the proposed stormwater quality treatment basins. Table 3.3 - MUSIC Modelling Targets

Pollutant Water Quality Objective Total Suspended Sediment (TSS) 85%

Total Phosphorous (TP) 65% Total Nitrogen (TN) 45%

Gross Pollutants (GP) 90%

The MUSIC modelling results for the bio-retention basins are as follows



Figure 3.3 - MUSIC Modelling Results – Bio-retention Basin 1

Figure 3.4 - MUSIC Modelling Results – Bio-retention Basin 2

As seen above, it has been demonstrated that the proposed bio-retention basins will be adequate to meet Council’s stormwater quality objectives.

The proposed bio-retention basin size nominated in this report is preliminary only and subject to change in detailed design.

It is to be noted that the bio-retention areas above are sized to overcome the additional Nitrogen (1%) and Phosphorus (0.2%) reduction requirement of the internal system.



3.5 Calculation of Stream Erosion Index Two separate models have been created (pre-development and post-development) to calculate the Stream Erosion Index (SEI), in accordance with Council guidelines.

The total developable area (excluding the SP2 areas) that has been modelled in MUSIC = 9.71 ha.

The Qcritical flow has been calculated as = 0.174 m3/s

Using the Qcritical value of 0.174 m3/s, the pre-development and post-development models have been created to calculate the Pre-developed and Post-developed Output Flow, as below

Figure 3.5 - Pre-developed Output Flow

Figure 3.6 - Post-developed Output Flow

The SEI = 52.5 / 20.3 = 2.59, which is less than 3.5, and satisfies the Blacktown City Council requirement.

Refer to Appendix F for the detail of calculation of SEI.



4 EROSION AND SEDIMENT CONTROL

4.1 General The location and extent of the Erosion and Sediment Control devices should be determined by the contractor on site to suit their construction program.

This section outlines the general requirements of Erosion and Sediment Control for construction phase. Detailed engineering plans showing the minimum Erosion and Sediment Control requirements will be prepared and submitted during the detailed design stage.

Prior to any earthworks associated with site commencement, on site Erosion and Sediment Control measures are to be put in place in accordance with Council’s guidelines and best management practices for erosion and sediment control and as described herein. These measures include:

The installation of a 1.8m high chain wire perimeter fence covered with shade

cloth or solid A class hoarding, to the perimeter of the work site area,

The construction of a silt fence on the low side of all site areas that are disturbed,

All water leaving each site will be processed through a sediment control basin, where applicable,

Swales and hay bales are to be used to assist with sediment control for overland flow paths leading into sedimentation control basins,

The erosion and sediment control measures will be inspected at least once a week or after rainfall events to check their integrity.

The following information is provided to identify controls and procedures, and who is responsible for them, which will be incorporated into the Erosion and Sediment Control Program:

4.1.1 Pre – Construction Establish a single stabilised entry/exit point (vehicle shake down device)

for each stage of construction. This point should also include a vehicle shakedown device to mitigate the transportation of dust and dirt.

Sediment fences are to be placed along the low side of the site to slow flows, reduce scour and capture some sediment runoff.

Sediment fences are to be constructed at the base of fill embankments.

Divert up-slope water around the work site and appropriately stabilise any drainage channels.

Areas for plant and construction material storage are to be designated along with associated diversion drains and spillage holding ponds.



Diversion banks are to be created at the upstream boundary of construction activities to ensure upstream runoff is diverted around any areas to be exposed. Catch drains are to be created at the downstream boundary of construction activities.

Construction of temporary sediment basins, where required.

Site personnel are to be educated in the sediment and erosion control measures to be implemented on site.

4.1.2 During Construction Progressive re-vegetation of filled areas and fill batters, if applicable.

Construction activities are to be confined to the necessary construction areas.

The provision of a construction exit to prevent the tracking of debris from tyres of vehicles onto public roads. Only one construction exit will be nominated to limit the movement of construction equipment.

The topsoil stockpile location will be nominated to coincide with areas previously disturbed. A sediment fence is to be constructed around the bottom of the stockpile to trap sediment. A diversion drain is to be installed upstream of the stockpile if required.

Roof downpipes should be installed as soon as practicable after the roof is laid.

Transport loads that are subject to loss through wind or spillage shall be covered or sealed to prevent entry of pollutants to the stormwater system.

Regular inspection and maintenance of silt fences, sediment basins and other erosion control measures. Following rainfall events greater than 50mm inspection of erosion control measures and removal of collected material should be undertaken. Replacement of any damaged equipment should be performed immediately.

4.1.3 Post - Construction The Contractor/Developer will be responsible for the maintenance of

erosion and sediment control devices from the possession of the site until the site is accepted or until stabilisation has occurred to the satisfaction of the superintendent and developer.

Key stormwater quality improvement devices requiring maintenance during the operational phase of the project following construction are the bio-retention areas and the gross pollutant traps.

Maintenance requirements for these devices consist of:

o Regular storm event inspection to ensure:

Sufficient vegetation within bio-retention areas; and



Ensuring no erosion has occurred.

Regular mowing/harvesting to ensure vegetation is maintained at acceptable levels.

Removal of litter within verges, swales and bio-retention areas.

Regular trash removal.

The Sediment and Erosion Control Management Plans should be provided to all people involved with the site, including sub-contractors, private certifiers, home owners and regulators.

It is the responsibility of the site contractor to implement and maintain the erosion and sediment control measures, until all disturbed areas are reinstated. This management plan provides the general requirements only. The contractor is at all times responsible to establish and maintain the erosion and sediment control measures to comply with Council’s standards and ensure no environmental harm.



5 CONCLUSION This proposed Site Based Stormwater Management Plan has been prepared to manage Site Based stormwater quantity and quality requirements for the proposed development.

The site based stormwater management proposal is:

1. Two (2) Lawful Points of Discharge (Outlet 1 and Outlet 2) have been nominated for the proposed development where the natural overland flow from the site discharges into adjacent gullies.

2. Two (2) detention basin will provide non-worsening of post-development discharge from the proposed development towards these outlets.

3. Two (2) bio-retention basin will be constructed at the base of the detention basins to provide stormwater quality treatment to meet Council’s stormwater quality objectives.

4. External runoff from external catchment to the east will be safely conveyed through the site towards the lawful point of discharge bypassing the proposed detention basin.

5. The proposed stomwater detention basin volume and bio-retention filter requirements for the proposed development are preliminary only subject to change in detailed design.

The conclusion of this site stormwater management assessment is that the proposed stormwater management measures outlined herein comply with the requirements of Council and conforms with the best management practices.

This report also demonstrates that the proposed development will have no worsening effects upstream and downstream of this proposed development.



6 REFERENCES

Department of State Development, Infrastructure and Planning, July 2014 - State Planning Policy

Department of Energy and Water Supply - Queensland Urban Drainage Manual, Third Edition 2013 – provisional

Water by design, Version1.0 – 2010 – MUSIC Modelling Guidelines

Institution of Engineers – Australian Rainfall and Runoff

Ipswich City Council, Ipswich Planning Scheme – Implementation Guideline No. 24



7 APPENDICES



Appendix A PROPOSED LAYOUT


Page 27 Australian Consulting Engineers ACE160400.CIV.DA - SBSMP-Issue B ENGINEERS | PROJECT MANAGERS | DEVELOPMENT CONSULTANTS www.aceeng.com.au

Appendix B CONCEPT ENGINEERING PLANS

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3

0

3

0

3

0

.

5

3

0

.5

3

0

.

5

30.5

3

0

.

5

3

1

3

1

3

1

3

1

.5

3

1

.

5

3

1

.

5

3

1

.

5

3

1

.

5

32

3

2

32.5

33

3

3

.

5

3

3

.

5

34

3

4

3

4

.

5

3

4

.

5

35

3

5

3

5

3

5

.

5

3

5

.

5

3

5

.5

3

6

3

6

3

6

3

6

.

5

3

6

.

5

36.5

3

7

3

7

3

7

3

7

.

5

3

7

.

5

37.5

3

8

3

8

3

8

.

5

3

9

3

9

.

5

4

0

40.5

4

1

4

1

.

5

4

2

42.5

LOT 4

Project No.

Scales Project Drawing Title

ScaleDwg. No.

A1

Issue Description Date Drawn Design

Client

14 SCHOFIELDS RD, SCHOFIELDS

PROPOSED MULTI-BUILDING

[email protected]

A U S T R A L I A NC O N S U L T I N GE N G I N E E R S .

TOPLACE PTY LTD

North

CIVIL ENGINEERING PLANS

RESIDENTIAL DEVELOPMENT

121 Majors Bay Road

Concord NSW 2137

Phone: (02) 9747 0950

ACE160400.CIV.DA 408 B1:1000

EXISTING STORMWATER CATCHMENT PLAN

ISSUE FOR APPROVAL

A ISSUE FOR APPROVAL 07/11/16 HA MAS

B COUNCIL COMMENTS 11/09/17 EVE SMT

0

SCALE 1:1000 @ A1

20 40 60 m

LEGEND

CATCHMENT 1

9.1ha

CATCHMENT 2

2.93ha

OUTLET 1

OUTLET 2

32.0EXISTING CONTOURS

EXISTING CATCHMENT BOUNDARY

CATCHMENT NUMBER / AREA

CATCHMENT 1

9.1ha

PE

LIC

AN

R

O

AD

R

O

A

D

1

RO

AD

1

RO

AD

2

ROAD 4

R

O

A

D

3

R

O

A

D

4

RO

AD

5

RO

AD

6

LOT 1

LOT 2

LOT 3

LOT 4

LOT 5

LOT 6

SP2

SP2

SP2

S

C

H

O

F

I

E

L

D

S

R

O

A

D

C.M. AND M.A.R. SCERRI

T.R. WOOLF

J. AND U. CAMILLERI

P. SULTANA

P. SULTANA

ANTHONY AND JANE AGIUS

ANTHONY AND JANE AGIUS

FRED JONES

No. 1

7

LOT 2

4

DP13

137

No. 14

LOT 12

DP1133321

No. 14LOT 12

DP1133321

Project No.


ScaleDwg. No.

A1


Client



[email protected]


TOPLACE PTY LTD

North



121 Majors Bay Road

Concord NSW 2137

Phone: (02) 9747 0950

ACE160400.CIV.DA 400 B1:1000

PROPOSED STORMWATER CATCHMENT PLAN

ISSUE FOR APPROVAL



LEGEND

PROPOSED STORMWATER

PROPOSED CATCHMENTS BOUNDARY

PROPOSED CATCHMENT NUMBER

PROPERTY BOUNDARY

1/18

0.0365ha

1/20

0.0687ha

2/4

0.0500ha

3/4

0.0384ha

4/4

0.0413ha

2/5

0.0665ha

3/5

0.0550ha

4/5

0.0642ha

2/13

0.0356ha

1/12

0.0181ha1/14

0.0212ha

2/22

0.0359ha

11/3

0.0736ha

10/3

0.0501ha

15/2

0.0340ha

2/17

0.0322ha

1/16

0.0507ha

2/15

0.0291ha

8/3

0.0323

7/3

0.0319ha

9/3

0.0166ha

1/19

0.0735ha

1/21

0.0513ha

1/23

0.0323ha

1/4

0.0450ha

12/3

0.0711ha

2/2

0.0463ha

3/2

0.0625ha

4/2

0.0583ha

1/3

0.0168ha

14/2

0.0141ha

1/10

0.0642ha

1/9

0.0605ha

1/2

0.0418ha

1/1

0.0182ha

4/1

0.0207ha

3/1

0.0107ha

5/3

0.0425ha

2/3

0.0242ha

4/3

0.0160ha

3/3

0.0109ha

13/2

0.0358ha

12/2

0.0230ha

11/2

0.0249ha

10/2

0.0264ha

9/2

0.0228ha

8/2

0.0355ha

7/2

0.0116ha

6/2

0.0187ha

1/11

0.0286ha

5/2

0.0186ha

2/1

0.0409ha

6/3

0.0032ha

1/5

0.0545ha

1/26

0.0679ha

1/1

0.0553ha

1/1

0.001ha

5/1

0.0260ha

6/1

0.0242ha

1/8

0.0470ha

2/8

0.0256ha

3/8

0.0099ha

4

0.0455ha

3

0.0411ha

9/1

0.0182ha

8/1

0.0302ha

7/1

0.0490ha

1/24

0.5368ha

??

0.879ha

??

0.5757ha

??

0.2964ha

8/4

0.1362ha

BYPASS 2

0.37369ha

BYPASS 1

0.26233ha

BYPASS 1

0.054ha

F

U

T

U

R

E

R

A

I

L

C

O

R

R

I

D

O

R

2/1

0.1139ha

1/2

0.1863ha

1/9

0.262ha

1/10

0.1218ha

1/11

0.0182ha

CATCHMENT BYPASS

EXTERNAL ROAD CATCHMENT

CATCHMENT TO

BASIN 1 = 8.62327ha

CATCHMENT TO

BASIN 2 = 2.14372ha

0

SCALE 1:1000 @ A1

20 40 60 m

1/22

1.0439ha

1/13

1.3367ha

1/17

2.014ha

1/27

1.0154ha

[email protected]


krikis tayler architects

ARCHITECT

a level 7 97 pacific highway

north sydney nsw 2060

m po box 726 north sydney nsw 2059

p +61(0)2 9900 6000 f +61(0)2 9900 6001

w www.krikistayler.com.au

3

5

.

6

03

4

.6

0

3

3

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0

30.60

29.60

29.60

2

8

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0

28.60

2

8

.

2

0

2

8

.

2

0

2

7

.

8

0

2

7

.

8

0

2

7

.

6

0

2

7

.

6

0

27.60

2

7

.

6

0

2

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.

4

0

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7

.

4

0

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7

.

2

0

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2

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8

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6

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2

6

.

6

0

2

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.

6

0

2

6

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0

26.40

26.20

25.80

25.60

25.40

25.20

24.80

24.60

24.40

24.20

4

0

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8

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6

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4

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2

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3

6

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6

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3

5

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3

4

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33.60

3

3

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0

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32.6

0

31.60

3

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28.6

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.

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.

6

0

3

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.

6

0

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.

8

0

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7

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29.60

42.80

4

2

.

6

0

4

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6

0

4

1

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6

0

4

0

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6

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.

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.

6

0

3

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.

6

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3

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.

6

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.

6

0

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.

6

0

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.

6

0

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.

6

0

3

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0

3

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0

3

4

.

8

0

3

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6

0

3

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0

3

4

.

6

0

3

4

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0

3

3

.

6

0

3

3

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0

3

3

.

6

0

3

3

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0

3

3

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0

33.60

3

2

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0

3

2

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0

3

2

.

6

0

3

2

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0

3

1

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6

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0

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6

0

3

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0

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0

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9

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0

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.

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28.60

28.60

2

7

.

6

0

2

7

.

6

0

2

7

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0

2

7

.

6

0

27.60

2

7

.

6

0

2

6

.

6

0

26.60

2

6

.

6

0

2

6

.

6

0

2

5

.

6

0

2

5

.

6

0

2

5

.

6

0

2

5

.

2

0

2

5

.

2

0

2

3

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0

23.60

2

3

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4

0

2

3

.

2

0

3

6

.

0

0

3

5

.

0

0

3

4

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0

33

.00

30.00

2

9

.

0

0

29.00

2

8

.

0

0

2

8

.

0

0

2

8

.

0

0

2

8

.

0

0

2

8

.

0

0

28.00

2

7

.

0

0

2

7

.

0

0

27

.0

0

2

7

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0

26.00

25.00

4

1

.

0

0

4

0

.

0

0

3

9

.

0

0

3

9

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0

38.00

3

8

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7

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0

3

7

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3

6

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0

3

6

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9

.

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.

0

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.

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7

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.

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.

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6

.

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3

6

.

0

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6

.

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6

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6

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.

0

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.

0

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5

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3

5

.

0

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5

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3

4

.

0

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4

.

0

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3

4

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.

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.

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.

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2

8

.

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28.00

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2

8

.

0

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7

.

0

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0

2

7

.

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.

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6

.

0

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.

0

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2

6

.

0

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0

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4

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0

3

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0

3

5

.

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0

3

5

.

6

0

3

5

.

6

0

3

4

.

6

0

3

4

.

6

0

34.6

0

34.6

0

3

4

.

6

0

3

4

.

6

0

3

4

.

6

0

3

3

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0

3

3

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0

3

3

.

6

0

3

3

.

6

0

3

2

.

6

0

3

2

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0

3

2

.

6

0

3

1

.

8

0

3

1

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0

3

1

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0

3

1

.

6

0

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0

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0

4

0

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0

4

0

.

0

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4

0

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0

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3

9

.

0

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3

9

.

0

0

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.

0

0

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8

.

0

0

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8

.

0

0

3

8

.

0

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3

8

.

0

0

3

7

.

0

0

3

7

.

0

0

3

7

.

0

0

3

7

.

0

0

3

7

.

0

0

36.0

0

3

6

.0

0

3

6

.

0

0

3

6

.

0

0

3

6

.

0

0

3

6

.

0

0

3

5

.0

0

3

5

.

0

0

35.0

0

3

5

.

0

0

3

5

.

0

0

3

5

.

0

0

3

4

.0

0

3

4

.

0

0

3

4

.

0

0

3

4

.

0

0

3

4

.

0

0

3

3

.

0

0

33.00

3

3

.

0

0

3

3

.0

0

3

3

.

0

0

3

2

.

0

0

32.00

3

2

.0

0

3

2

.

0

0

31.00

3

0

.

0

0

26

.4

0

ACE160400.CIV.DA.302

ACE160400.CIV.DA.309 ACE160400.CIV.DA.310

No. 14

LOT 12

DP1133321

No. 14LOT 12

DP1133321


ACE160400.CIV.DA.303 ACE160400.CIV.DA.304 ACE160400.CIV.DA.305


ACE160400.CIV.DA.307 ACE160400.CIV.DA.308

ACE160400.CIV.DA.310ACE160400.CIV.DA.309

LOT 4

LOT 6

LOT 5

LOT 2

LOT 1

LOT 3

SP2

SP2

SP2

BIO-RETENTION/DETENTION

BASIN 1


BASIN 1

R

O

A

D

3

R

O

A

D

4

R

O

A

D

2

PE

LIC

AN

R

O

AD

RO

AD

6

RO

AD

5

RO

AD

4

R

O

A

D

1

R

O

A

D

1

S

C

H

O

F

I

E

L

D

S

R

O

A

D

R

I

P

A

R

I

A

N

C

O

R

R

I

D

O

R

F

U

T

U

R

E

U

N

D

E

R

G

R

O

U

N

D

R

A

I

L

C

O

R

R

I

D

O

R

Project No.


ScaleDwg. No.

A1


Client



[email protected]


TOPLACE PTY LTD

North



121 Majors Bay Road

Concord NSW 2137

Phone: (02) 9747 0950

ACE160400.CIV.DA 300 B1:250

ROADWORKS AND DRAINAGE

OVERALL LAYOUT PLAN

ISSUE FOR APPROVAL



0

SCALE 1:1000 @ A1

20 40 60 m

LEGEND

32.00 FINISHED CONTOUR

PROPOSED ROAD CENTERLINE

PROPOSED KERB LINE

PROPOSED STORMWATER DRAINAGE

PROPOSED ROAD PAVEMENT

PROPOSED STRUCTURE NUMBER

PROPOSED FOOTPATH

1

1

EXISTING STORMWATER DRAINAGE

PROPOSED KERB RAMP (TYP.)

REFER TO BCC STD DRG

A(BS)104M FOR DETAILS

//

/

/

//

/

/

/

/

//

/

/

/

/

/

/

/

/

/

/

/

/

/

/

//

//

/

/

/

/

/

/

/

/

//

SHEET 1SHEET 2

SHEET 3 SHEET 4 SHEET 5


SHEET 9 SHEET 10

3

6

.

6

0

3

5

.6

0

3

5

.6

0

3

4

.

6

0

3

4

.

6

0

34.6

0

3

3

.6

0

3

7

.

0

0

3

6

.0

0

3

6

.

0

0

3

5

.0

0

3

5

.

0

0

3

4

.0

0

3

3

.

0

0

33.00

3

6

.

6

0

3

5

.6

0

3

5

.6

0

3

4

.

6

0

3

4

.

6

0

34.6

0

3

3

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0

3

7

.

0

0

3

6

.0

0

3

6

.

0

0

3

5

.0

0

3

5

.

0

0

3

4

.0

0

3

3

.

0

0

33.00

RO

AD

5

SP2

PE

LIC

AN

R

O

AD

9.00m

3.50m

3.50m

2

.4

0

m

6

.6

5

m

3

.5

0

m

16.00m

RO

AD

5


BASIN 1

P

E

L

I

C

A

N

R

O

A

D

LOT 1

LOT 2

TIE NEATLY TO EXISTING

LIMIT OF ROAD

CONSTRUCTION

PE

LIC

AN

R

O

AD

S

C

H

O

F

I

E

L

D

S

R

O

A

D

P

E

L

I

C

A

N

R

O

A

D

3

6

.

6

0

3

5

.6

0

3

5

.6

0

3

4

.

6

0

3

4

.

6

0

34.6

0

3

3

.6

0

3

7

.

0

0

3

6

.0

0

3

6

.

0

0

3

5

.0

0

3

5

.

0

0

3

4

.0

0

3

3

.

0

0

33.00

PE

LIC

AN

R

O

AD

C

H

6

5

.

6

4

3

C

H

6

0

.0

0

0

C

H

5

0

.0

0

0

C

H

4

0

.0

0

0

CH

30.000

CH

20.000

TC

CH

18.429

CH

10.000

CH

0.000

CH 110.000

C

H

100.0

00

C

H

9

0

.0

0

0

C

H

8

0

.0

0

0

C

H

7

0

.

0

0

0

C

H

6

0

.

0

0

0

T

C

C

H

5

3

.

4

8

6

C

H

5

0

.

0

0

0

C

H

4

0

.

0

0

0

C

H

3

0

.

0

0

0

C

H

2

0

.

0

0

0

C

H

1

0

.

0

0

0

C

H

0

.

0

0

0

RO

AD

5

6

.6

5

m

3

.5

0

m

2

.4

0

m

16.00m

9.00m

3.50m

3.50m

PROPOSED KERB RAMP (TYP.) REFER TO

BCC STD DRG A(BS)104M FOR DETAILS

1 IN 4 BATTER

PROPOSED 1.5m WIDE FOOTPATH (TYP.)

REFER TO BCC STD DRG A(BS)102S

M

K

K

&

G

K

&

G

K&

G

K&

G

K&

G

K&

G

1 IN 5 BATTER

LOT 2

TIE NEATLY TO EXISTING

LIMIT OF ROAD

CONSTRUCTION

1m WIDE SWALE DRAIN, TO DIRECT

UPSTREAM CATCHMENT FLOWS TO

PELICAN ROAD CROSS DRAINAGE

SP2

LOT 1

S

C

H

O

F

I

E

L

D

S

R

O

A

D

1 in 6 MAX BATTER

1 in 4 MAX BATTER

GPT UNIT

Project No.


ScaleDwg. No.

A1


Client



[email protected]


TOPLACE PTY LTD

North



121 Majors Bay Road

Concord NSW 2137

Phone: (02) 9747 0950

KEYPLAN

ACE160400.CIV.DA 301 B1:250


SHEET 1 OF 10

ISSUE FOR APPROVAL



RE

FE

R T

O D

RA

WIN

G A

CE

0400.C

IV

.D

A.302 F

OR

C

ON

TIN

UA

TIO

N

REFER TO DRAWING ACE160400.CIV.DA.305 FOR CONTINUATION

LEGEND



PROPOSED KERB LINE




PROPOSED FOOTPATH





3

4

.

8

0

3

3

.

6

0

3

1

.8

0

3

4

.

0

0

3

3

.

0

0

3

3

.

0

0

3

2

.0

0

S

C

H

O

F

I

E

L

D

S

R

O

A

D

EXISTING CULVERTS

F

U

T

U

R

E

R

A

I

L

C

O

R

R

I

D

O

R

S

C

H

O

F

I

E

L

D

S

R

O

A

D

LOT 2

F

U

T

U

R

E

U

N

D

E

R

G

R

O

U

N

D

R

A

I

L

C

O

R

R

I

D

O

R

EXISTING CULVERTS

S

C

H

O

F

I

E

L

D

S

R

O

A

D

EXISTING SWALE

//

//

//

//

/

/

//

/

/

/

/

/

/

/

/

/

/

/

/

/

/

//

/

/

/

/

/

/

/

/

/

/

//

SHEET 1SHEET 2



SHEET 9 SHEET 10

Project No.


ScaleDwg. No.

A1


Client



[email protected]


TOPLACE PTY LTD

North



121 Majors Bay Road

Concord NSW 2137

Phone: (02) 9747 0950

KEYPLAN

ACE160400.CIV.DA 302 B1:250


SHEET 2 OF 10

ISSUE FOR APPROVAL



RE

FE

R T

O D

RA

WIN

G A

CE

160400.C

IV

.D

A.301 F

OR

C

ON

TIN

UA

TIO

N

REFER TO DRAWING ACE160400.CIV.DA.304 FOR CONTINUATION

SCALE 1:250 @ A1

0 4 8 12 m2 6 10

LEGEND



PROPOSED KERB LINE



PROPOSED FOOTPATH

EXSWEXISTING STORMWATER DRAINAGE




1.1

m

1.0m

.78m

2

%

SECTION D

N.T.S

-

D

1

in

4

1

in

4

1

in

4

//

//

//

//

/

/

//

/

/

/

/

/

/

/

/

/

/

/

/

/

/

//

//

/

/

/

/

/

/

/

/

//

SHEET 1SHEET 2



SHEET 9 SHEET 10

3

5

.6

0

3

5

.2

0

3

4

.6

0

3

3

.6

0

3

2

.6

0

3

1

.8

0

3

5

.0

0

3

4

.0

0

3

3

.0

0

3

2

.0

0

3

6

.

6

0

35.6

0

34.6

0

36.0

0

35.0

0

3

4

.

0

0

LOT 5

3

6

.

6

0

35.6

0

34.6

0

36.0

0

35.0

0

3

4

.

0

0

20 / DP13137

J. AND U. CAMILLERI

K&

G

S

C

H

O

F

I

E

L

D

S

R

O

A

D

1 IN 5 BATTER

PROPOSED 1.5m WIDE FOOTPATH (TYP.)

REFER TO BCC STD DRG A(BS)102S

1 IN 5 BATTER

1

1

.

0

0

m

1

8

.

0

0

m

3

.

5

0

m

3

.

5

0

m

R

O

A

D

3

R

O

A

D

3

K

&

G

K

&

G

K

&

G

K&

G

LOT 6

1m WIDE TABLE DRAIN. ENSURE

SMOOTH CONNECTION TO

SCHOFIELDS ROAD TABLE DRAIN

C

H

9

6

.

2

2

0

C

H

9

0

.

0

0

0

C

T

C

H

8

2

.

8

2

3

C

H

8

0

.

0

0

0

T

C

C

H

7

9

.

1

1

9

LOT 5

F

U

T

U

R

E

U

N

D

E

R

G

R

O

U

N

D

R

A

I

L

C

O

R

R

I

D

O

R

F

U

T

U

R

E

U

N

D

E

R

G

R

O

U

N

D

R

A

I

L

C

O

R

R

I

D

O

R

F

U

T

U

R

E

U

N

D

E

R

G

R

O

U

N

D

R

A

I

L

C

O

R

R

I

D

O

R

F

U

T

U

R

E

U

N

D

E

R

G

R

O

U

N

D

R

A

I

L

C

O

R

R

I

D

O

R

L

O

T

B

O

U

N

D

A

R

Y

L

O

T

B

O

U

N

D

A

R

Y

1 IN 5

BATTER

LOT 5

1 IN 6 BATTER

6

.

0

m

1 IN 6 BATTER

S

W

A

L

E

W

I

T

H

1

I

N

6

B

A

T

T

E

R

0

.

5

m

D

E

E

P

1 IN 4

BATTER

S

W

A

L

E

W

I

T

H

I

N

C

R

E

A

S

I

N

G

D

E

P

T

H

(

0

.

3

3

m

T

O

0

.

5

m

D

E

E

P

)

W

I

T

H

1

I

N

4

B

A

T

T

E

R

EXTENT OF INTERNAL

BUILDINGS

PROPOSED LINK TO

SCHOFIELDS ROAD FOOTPATH

Project No.


ScaleDwg. No.

A1


Client



[email protected]


TOPLACE PTY LTD

North



121 Majors Bay Road

Concord NSW 2137

Phone: (02) 9747 0950

KEYPLAN

ACE160400.CIV.DA 303 B1:250


SHEET 3 OF 10

ISSUE FOR APPROVAL



RE

FE

R T

O D

RG

A

CE

160400.C

IV

.D

A.304 F

OR

C

ON

TIN

UA

TIO

N

REFER DRG ACE160400.CIV.DA.307 FOR CONTINUATIONREFER TO DRG ACE160400.CIV.DA.306 FOR CONTINUATION

LEGEND



PROPOSED KERB LINE




PROPOSED FOOTPATH





303

C

303

B

303

A

SECTION B

N.T.S

1

in

4

1

in

4

1

in

4

2%

VARIES

1.32m 1.32m

RP

B

OU

ND

AR

Y

2.0m 2.0m

1

in

4

1

in

4

1

in

6

1

in

6

1

in

4

1

in

4

2%

2%

RP

B

OU

ND

AR

Y

RP

B

OU

ND

AR

Y

SECTION A

N.T.S

3.0m 3.0m

FOOTPATH

FOOTPATH

FOOTPATH

SECTION C

N.T.S

0.5

m

0.3

3m

0.5m

PROPOSED RETAINING WALL

site based stormwater management plan · the subject is located at 14 schofields road, schofields...

Documents