Stormwater Management Report: Lot 9 DP 1225976, 49-51 ... · Lot 9 DP 1225976, 49-51 Excelsior...

ENVIRONMENTAL

WATER

WASTEWATER

GEOTECHNICAL

CIVIL

PROJECTMANAGEMENT

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Anglican Church Property – Sydney DioceseC/- Midson

P1706052JR05V01February 2018

Stormwater Management Report:Lot 9 DP 1225976, 49-51 Excelsior Avenue,Marsden Park, NSW

martensStormwater Management Report:

Lot 9 DP 1225976, 49-51 Excelsior Avenue, Marsden Park, NSW.

P1706052JR05V01 – February 2018Page 2

Copyright Statement

Martens & Associates Pty Ltd (Publisher) is the owner of the copyright subsisting in this publication. Other than aspermitted by the Copyright Act and as outlined in the Terms of Engagement, no part of this report may be reprintedor reproduced or used in any form, copied or transmitted, by any electronic, mechanical, or by other means, nowknown or hereafter invented (including microcopying, photocopying, recording, recording tape or through electronicinformation storage and retrieval systems or otherwise), without the prior written permission of Martens & Associates PtyLtd. Legal action will be taken against any breach of its copyright. This report is available only as book form unlessspecifically distributed by Martens & Associates in electronic form. No part of it is authorised to be copied, sold,distributed or offered in any other form.

The document may only be used for the purposes for which it was commissioned. Unauthorised use of this documentin any form whatsoever is prohibited. Martens & Associates Pty Ltd assumes no responsibility where the document isused for purposes other than those for which it was commissioned.

Limitations Statement

The sole purpose of this report and the associated services performed by Martens & Associates Pty Ltd is to prepare aStormwater Management Report in accordance with the scope of services set out in the contract / quotation betweenMartens & Associates Pty Ltd and Anglican Church Property – Sydney Diocese C/- Midson (hereafter known as theClient). That scope of works and services were defined by the requests of the Client, by the time and budgetaryconstraints imposed by the Client, and by the availability of access to the site.

Martens & Associates Pty Ltd derived the data in this report primarily from a number of sources which may include forexample site inspections, correspondence regarding the proposal, examination of records in the public domain,interviews with individuals with information about the site or the project, and field explorations conducted on the datesindicated. The passage of time, manifestation of latent conditions or impacts of future events may require furtherexamination / exploration of the site and subsequent data analyses, together with a re-evaluation of the findings,observations and conclusions expressed in this report.

In preparing this report, Martens & Associates Pty Ltd may have relied upon and presumed accurate certaininformation (or absence thereof) relative to the site. Except as otherwise stated in the report, Martens & Associates PtyLtd has not attempted to verify the accuracy of completeness of any such information (including for example surveydata supplied by others).

The findings, observations and conclusions expressed by Martens & Associates Pty Ltd in this report are not, and shouldnot be considered an opinion concerning the completeness and accuracy of information supplied by others. Nowarranty or guarantee, whether express or implied, is made with respect to the data reported or to the findings,observations and conclusions expressed in this report. Further, such data, findings and conclusions are based solelyupon site conditions, information and drawings supplied by the Client etc. in existence at the time of the investigation.

This report has been prepared on behalf of and for the exclusive use of the Client, and is subject to and issued inconnection with the provisions of the agreement between Martens & Associates Pty Ltd and the Client. Martens &Associates Pty Ltd accepts no liability or responsibility whatsoever for or in respect of any use of or reliance upon thisreport by any third party.




February 2018Copyright Martens & Associates Pty Ltd

All Rights Reserved

Head OfficeSuite 201, 20 George Street

Hornsby, NSW 2077, AustraliaACN 070 240 890 ABN 85 070 240 890

Phone: +61-2-9476-9999Fax: +61-2-9476-8767

Email: [email protected]: www.martens.com.au

Document and Distribution Status

Author(s) Reviewer(s) Project Manager Signature

Paul Dinh, Erica Zhu Terry Harvey Gray Taylor

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Description StatusRelease

Date

Document Location

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1 For DA DRAFT 13/02/2018 1E,1P 1P

2 For DA Final 16/02/2018 1E,1P 1P

Distribution Types: F = Fax, H = hard copy, P = PDF document, E = Other electronic format. Digits indicate number of document copies.

All enquiries regarding this project are to be directed to the Project Manager.




Contents1 INTRODUCTION........................................................................................................ 5

1.1 Overview 5

1.2 Relevant Planning Controls and Design Principles 5

2 SITE DESCRIPTION .................................................................................................... 6

2.1 Site Description and Location 6

3 STORMWATER QUALITY ASSESSMENT..................................................................... 7

3.1 Water Quality Objective 7

3.2 Modelling Methodology 7

3.2.1 Overview 7

3.2.2 Climate Data 7

3.2.3 Input Parameters 7

3.2.4 Catchment Areas 8

3.3 Treatment Train Philosophy 8

3.3.1 Stormwater360: Enviropods 8

3.3.2 Rainwater tank 8

3.3.3 Bioretention Basin 8

3.4 MUSIC Results 9

3.5 SEI calculations and results 9

3.6 Conclusions 9

4 PROPOSED DRAINAGE SYSTEM ASSESSMENT...................................................... 10

4.1 Objectives 10

4.2 Overview 10

4.3 Modelling Methodology 10

4.4 Concept Site Drainage Network 11

4.4.1 Pit and Pipe Network 11

4.4.2 Overland Flow 11

4.5 OSD Basins 12

4.6 Results for OSD Tanks 12

4.7 Conclusion 13

5 REFERENCES ........................................................................................................... 14

6 ATTACHMENT A – CIVIL WORKS PLANSET............................................................ 15




1 Introduction

1.1 Overview

This stormwater management report has been prepared on behalf ofAnglican Church Property in support of a new place of public worship at49-51 Excelsior Avenue, Marsden Park.

The scope of this assessment has been developed to address the issuesidentified in the Pre-Application Meeting (PAM) (PAM NumberC17/32019) dated 27 July 2017.

1.2 Relevant Planning Controls and Design Principles

The following planning and engineering controls and design principleshave been considered:

o Blacktown City Council (BCC) (2015) - Development Control Plan(DCP).

o Blacktown City Council (BCC) (2013) - Developer Handbook forWater Sensitive Urban Design (WSUD).

o Blacktown City Council (BCC) (2005) – Engineering Guide forDevelopment.

o Blacktown City Council (BCC) (2015) – Local Environmental Plan.




2 Site Description

2.1 Site Description and Location

Site description is provided in Table 1.

Table 1: Summary of site details.

Element Site Details

Site Address 49-51 Excelsior Avenue, Marsden Park, NSW

Site Area 1.09 ha

Lot/DP Lot 9 DP1225976

Existing site development Dwellings and sheds are located in the southern portion of the lot,and near the eastern boundary. The majority of the site comprisesgrassed paddock, with scattered trees across the site. A waterlogged area is located near the centre of the site’s westernboundary.

Neighbouringenvironment

The site is bordered by Excelsior Avenue to the south, and rural/ruralresidential properties to the north, east and west.

Farm dams are located on properties to the west and north west.Market gardens are located further west.

Drainage Site drainage is via overland flow towards north and water loggedarea located at the west site boundary.

Local Government Area Blacktown City Council (BCC)

We note the following regarding the existing site condition and localupstream catchment extents:

o The site is currently occupied by two single-storey residentialbuildings and an agricultural shed.

o The site is affected by a local upstream catchment of 0.52ha tothe east of the site mainly consisting of rural residential land.




3 Stormwater Quality Assessment

3.1 Water Quality Objective

As per BCC DCP (2015) Part J the development aims to use treatmenttrain methods to achieve the water quality objectives outlined below:

o Post development average annual load reduction for TotalSuspended Solids (TSS) – 85%

o Post development average annual load reduction for TotalPhosphorus – 65%.

o Post development average annual load reduction for TotalNitrogen – 45%.

o The post development duration of stream forming flows shall beno greater than 3.5 times the pre developed duration of streamforming flows with a stretch target of 1.

3.2 Modelling Methodology

3.2.1 Overview

The Model for Urban Stormwater Improvement Conceptualisation(MUSIC, Version 6.2) was utilised to evaluate the treatment traineffectiveness (TTE) and the Stream Erosion Index (SEI).

Modelling has been undertaken in accordance with BCC WSUD (2013)with the developed site based on conceptual lot layout and catchmentarea details (refer to the Planset) with water quality treatment devicesincluded to achieve Council’s water quality objectives.

3.2.2 Climate Data

MUSIC was run on a 6 minute timestep using the MUSIC-link function forBlacktown City Council data obtained from ewater.

3.2.3 Input Parameters

Input parameters for source and treatment nodes have been obtainedvia the MUSIC-link function for Blacktown City Council and are consistentwith BCC WSUD (2013).




3.2.4 Catchment Areas

Catchment areas were subdivided into areas corresponding to Roofs,Sealed roads, Pervious areas and Other impervious areas with post-development MUSIC model layouts provided in the engineering plansetP1706052PS01- R03.

3.3 Treatment Train Philosophy

The stormwater treatment strategy for the site utilises Stormwater360Enviropod, rainwater tanks and a bio – retention basin to ensuretreatment objectives are satisfied. Individual stormwater qualityimprovement devices (SQIDs) are outlined in the following sections.

3.3.1 Stormwater360: Enviropods

Rainwater from 1,000 m2 of the roof area will be diverted to 1 to 2propriety Stormwater360 GPT devices, depending on roof drainageconfiguration to capture litter, debris and other pollutants. A high flowbypass parameter of 20 l/s has been applied as per manufacturer’sspecifications.

3.3.2 Rainwater tank

Rainwater from 591m2 of the roof area will be connected to three 10kLrainwater tanks. The collected water will be reused for toilet flushing andexternal irrigation. The following was included in modelling:

o An average internal daily reuse rate of 0.4 kL/day was applied.

o An annual external reuse rate of 1,000 kL/year was applied andscaled by potential evapotranspiration variations.

3.3.3 Bioretention Basin

Overland flows from the areas nominated in P1706052PS01-R03-E700 shallbe directed to the proposed bioretention basin for the 3-month flow viaswales / trench drains before discharging into the OSD tank. Flows inexcess of the minor stormwater system largely discharge directly to theOSD.

This provides treatment through filtration, evapotranspiration anddetention. Preliminary specifications are as follows:

o Extended detention depth: 0.10 m

o Surface area: 125 m2




o Filter area: 125 m2

o Filter depth: 0.35 m

o Saturated Hydraulic Conductivity: 100 mm/hr

3.4 MUSIC Results

Results extracted from MUSIC model P1706052MUS01V08 are provided inTable 1.

Table 1: MUSIC Treatment Train Effectiveness results.

ParameterPost Sources

(Untreated)

Post Sources

(Treated)

Reduction(%)

Complies

TSS (kg/year) 1160 145 87.5 Y

TP (kg/year) 2.17 0.606 72.1 Y

TN (kg/year) 12.5 6.57 47.6 Y

Gross Pollutants (kg/year) 125 6.07 95.1 Y

3.5 SEI calculations and results

The probabilistic rational method was used to calculate the 1 in 2 yearsARI pre-development flow outlined in BCC WSUD (2013). The critical flowwas calculated to be 0.028 m³/s. This flow was then applied to a generictreatment node to transform flows less than critical flow to 0 m³/s andevaluate stream forming flows. Table 2 yields stream forming flows for predevelopment (8% impervious) and post development (61% impervious)scenarios with an SEI value less than 3.5.

Table 2: MUSIC stream erosion index results.

Parameter Pre Sources Post Sources SEI

SEI transformed Flow (ML/yr) 0.52 1.03 1.98

3.6 Conclusions

The results indicate that post development water quality objectives willbe met by the proposal. Further refinement of the models at detaileddesign stage may alter the sizes and locations of the proposedEnviropod, rainwater tanks and basin; however, performance outcomesof final design are to achieve the specifications provided in this report.




4 Proposed Drainage System Assessment

4.1 Objectives

Site stormwater management has been designed to comply with theobjectives of BCC Engineering Guide for Development (2005) and PAM(2017) as follows:

o Permanent on-site detention for the whole of the site.

o Drainage system to carry all flows during a minor storm, this beingthe 5 year ARI storm event, by way of swales and a pit and pipenetwork.

o Drainage system to carry all flows during major storm events, thisbeing the 100 year ARI event, by way of pit and pipe andoverland flow.

o On-site Detention (OSD) to ensure all post developed flows fromthe site do not exceed pre developed flows for a range of stormevents from the 5 year ARI to the 100 year ARI storms.

4.2 Overview

This assessment has been completed to determine the stormwaterquantity management requirements for the proposed development.

The DRAINS software package (version 2017.10 – 25 June 2017) was usedwith the ILSAX hydrological engine to perform hydraulic analysis for thestorm events nominated in Section 4.1.

4.3 Modelling Methodology

Parameters used in the model are consistent with the AR&R 2016procedure. Modelling assumptions derive from the following sources:

o Intensity Frequency Duration (IFD) coefficients were based onCouncil’s Engineering Guide for Development (2013) andInstitution of Engineers Australian Rainfall and Runoff (AR&R)(2006).

o ILSAX parameters for predevelopment and post developmentcatchments were based on suggested values in the Council’sEngineering Guide for Development (2005).

o Catchment delineation was developed using site survey data,Lidar information and the proposed drainage system.




o The pre-development catchment impervious area wasdetermined based on recent Nearmaps Aerials (2017).

Table 3: Rainfall and ILSAX details used in DRAINS modelling.

Parameter Element Value

IFD data 1

2year 1hour Rainfall Intensity (mm/h) 30.60






G 0.00

F2 4.29

F50 15.80

Antecedent moisture condition 1 - 5 year ARI 2.5



Notes

1. Obtained from Council’s Engineering Guide for Development (2005).

Table 4: ILSAX hydrology details used in DRAINS modelling.

Parameter Element Value

ILSAXparameters 1

Impervious area depression storage (mm) 1.0

Supplementary area depression storage (mm) 1.0

Grassed area depression storage (mm) 5.0

Soil type 3.0

Notes

1. Obtained from Council’s Engineering Guide for Development (2005).

4.4 Concept Site Drainage Network

4.4.1 Pit and Pipe Network

The proposed pit and pipe network for the site is provided in theengineering Planset. Modelling demonstrates the swales and pipeddrainage system has been designed to cater for the minor storm eventand overland flows for the major storm event. Hydraulic modellingsupports the proposed design and is in accordance with Council’sEngineering Guide for Development (2005).

4.4.2 Overland Flow

Hydraulic modelling demonstrates that stormflows from proposeddevelopment shall be captured for all storms events up to and including




the 1 in 100 year ARI and directed to the OSD. Runoff from the localupslope catchments to the east of the site shall discharge into theproposed pit and pipe network to be discharged at the level spreaderadjacent to the western boundary.

4.5 OSD Basins

OSD has been designed for the site to drain to a singular discharge point.The developed 100 year peak flows have been reduced to pre-development flows through the site via incorporation of stormwaterdetention basins.

Table 5: Summary of OSD basin

Catchment LocationVolume

(m3)

Primaryorifice(mm)

Primary OrificeCentre Elevation

(mAHD)

SecondaryWeir

(mAHD)

SecondaryWeir CrestLength (m)

POSTDEVTO OSD

North 388 230 29.42 30.12 1.5

4.6 OSD Calculation Results

The DRAINS hydrological and hydraulic modelling package was utilisedto determine OSD requirements for the proposed development. Stormduration of 5 minutes to 9 hours were run to compare pre – developmentand post development site discharges for 5, 10, 20, 50 and 100 year stormevents. Results indicated that flows for all durations from the postdevelopment are lower than the pre-development. Peak flows of criticalstorm duration of each storm event are shown in Table 6.

Table 6: Summary of OSD results for 5 year ARI – 100 year ARI storm events

Pre Post

Event Critical Duration Peak Flow Critical Duration Peak Flow Post < Pre

5 YR ARI 1.5hr 0.107 1.5hr 0.082 Yes

10 YR ARI 1.5hr 0.190 1.5hr 0.140 Yes

20 YR ARI 1.5hr 0.233 1.5hr 0.207 Yes

50 YR ARI 1.5hr 0.296 1.5hr 0.286 Yes

100 YR ARI 1.5hr 0.334 1.5hr 0.316 Yes

The upstream catchment is conveyed through the site via a swale anda splitter pit which moderates the amount of flow which will discharge tothe western boundary of the site via a level spreader. The splitter pit is tobe detailed at CC stage.




Table 7: Summary of Upstream flow rates for 5 year ARI - 100 year ARI storm events

Pre Post

Event Critical Duration Peak Flow Critical Duration Peak Flow Post < Pre

5 YR ARI 1.5hr 0.066 - Nil Yes

10 YR ARI 1.5hr 0.109 - Nil Yes

20 YR ARI 1.5hr 0.128 25min 0.038 Yes

50 YR ARI 25min 0.164 25min 0.117 Yes

100 YRARI

25min 0.186 25min 0.177 Yes

4.7 Conclusion

The proposed drainage system has been designed to convey theupstream catchment via a swale along the eastern boundary into apiped system to the western boundary. Runoffs from the site are divertedto the northern discharge point via a series of swales, pit and pipenetwork and an OSD basin. The modelling results in P1706052DRN01V04demonstrate compliance with Council’s Engineering Guide forDevelopment (2005).




5 References

Blacktown City Council (BCC) (2015) - Development Control Plan (DCP).

Blacktown City Council (BCC) (2013) - Developer Handbook for WaterSensitive Urban Design (WSUD).

Blacktown City Council (BCC) (2005) – Engineering Guide forDevelopment.

Blacktown City Council (BCC) (2015) – Local Environmental Plan.

DRAINS (2017), DRAINS content menu.

Institution of Engineers, Australia (2006) – Australian Rainfall and Runoff.

Land and Property Information NSW (2016) – SIX Maps Viewer.

Nearmaps Site Aerial (2017) – Nearmaps.




6 Attachment A – Civil Works Planset

PROJECT:

PLANSET:

CLIENT:

ANGLICAN PLACE OF PUBLIC WORSHIP

CIVIL WORK PLAN

ANGLICAN CHURCH PROPERTY

LOCALITY PLAN

LGA: BLACKTOWN CITY COUNCIL

LOT 9, DP 1225976

DRAWING LIST

49-51 EXCELSIOR AVENUE, MARSDEN PARK, NSW

SITESITE

Consulting Engineers Environment Water Geotechnical Civil

& Associates Pty Ltd

Email: [email protected] Internet: www.martens.com.auSuite 201, 20 George St, Hornsby, NSW 2077 Australia Phone: (02) 9476 9999 Fax: (02) 9476 8767

This drawing must not be reproduced in whole or part without prior writtenconsent of Martens & Associates Pty Ltd.

This plan must not be used for construction unless signed as approved byprincipal certifying authority.All measurements in millimetres unless otherwise specified.

(C) Copyright Martens & Associates Pty Ltd PS02-A000 E



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STABILISED ACCESS POINT

TYPE II SAP

STABILISED ACCESS POINT - TYPE 2

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SHAKER PAD (CATTLE GRID)

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Direction of flow

Disturbed area

Undisturbed area

SECTION DETAIL

Direction offlow

On soil, 150 mm x 100 mmtrench with compactedbackfill and on rock, set into surface concrete

Self-supportinggeotextile

1.5 m star picketsat max. 2.5 m centres

1.5 m star picketsat max. 2.5 m centres

SEDIMENT FENCE SD 6-8

600 mm min.

500 mm to 600 mm

Flow

(unless stated otherwise on SWMP/ESCP)20 m max.

Min. 1.5 m

Construction Notes

Star pickets at maximum2.5 m spacings

PLAN

1. Construct sediment fences as close as possible to being parallel to the contours of the site, but with small returns as shown in the drawing to limit the catchment area of any one section. The catchment area should be small enough to limit water flow if concentrated at one point to 50 litres per second in the design storm event, usually the 10-year event. 2. Cut a 150-mm deep trench along the upslope line of the fence for the bottom of the fabric to be entrenched.3. Drive 1.5 metre long star pickets into ground at 2.5 metre intervals (max) at the downslope edge of the trench. Ensure any star pickets are fitted with safety caps.4. Fix self-supporting geotextile to the upslope side of the posts ensuring it goes to the base of the trench. Fix the geotextile with wire ties or as recommended by the manufacturer. Only use geotextile specifically produced for sediment fencing. The use of shade cloth for this purpose is not satisfactory. 5. Join sections of fabric at a support post with a 150-mm overlap. 6. Backfill the trench over the base of the fabric and compact it thoroughly over the geotextile.

2:1 slope (max.)

Flow

Earth bank

Stabilise stockpile surface

2:1 slope (max.)

Sediment fence

SD 4-1STOCKPILES

Construction Notes1. Place stockpiles more than 2 (preferably 5) metres from existing vegetation, concentrated water flow, roads and hazard areas.2. Construct on the contour as low, flat, elongated mounds.3. Where there is sufficient area, topsoil stockpiles shall be less than 2 metres in height.4. Where they are to be in place for more than 10 days, stabilise following the approved ESCP or SWMP to reduce the C-factor to less than 0.10.5. Construct earth banks (Standard Drawing 5-5) on the upslope side to divert water around stockpiles and sediment fences (Standard Drawing 6-8) 1 to 2 metres downslope.

EARTH BANK (LOW FLOW) SD 5-5

Construction Notes1. Build with gradients between 1 percent and 5 percent.2. Avoid removing trees and shrubs if possible - work around them.

3. Ensure the structures are free of projections or other irregularities that could impede water flow.4. Build the drains with circular, parabolic or trapezoidal cross sections, not V shaped. 5. Ensure the banks are properly compacted to prevent failure.6. Complete permanent or temporary stabilisation within 10 days of construction.

Runoff waterwith sediment

Sediment

NOTE: This practice only to be used where specified in an approved SWMP/ESCP.

OverflowTimber spacerto suit

Filtered water

Timber spacerto suit

Kerb-side inlet

Gravel-filled wire meshor geotextile 'sausage'

Gravel-filled wire meshor geotextile 'sausage'

MESH AND GRAVEL INLET FILTER SD 6-11

Construction Notes1. Install filters to kerb inlets only at sag points. 2. Fabricate a sleeve made from geotextile or wire mesh longer than the length of the inlet pit and fill it with 25 mm to 50 mm gravel.3. Form an elliptical cross-section about 150 mm high x 400 mm wide.4. Place the filter at the opening leaving at least a 100-mm space between it and the kerb inlet. Maintain the opening with spacer blocks. 5. Form a seal with the kerb to prevent sediment bypassing the filter. 6. Sandbags filled with gravel can substitute for the mesh or geotextile providing they are placed so that they firmly abut each other and sediment-laden waters cannot pass between.

Earth bank

Flow

Star pickets

1 metre max.

Sandbags

Waterway

Excavation

Drop inletwith grate

Filtered water

Star picket fittedwith safety cap

Runoff waterwith sediment

For drop inlets at non-sag points,sandbags, earth bank or excavationused to create artificial sag point

Wire or steel mesh (14 gauge x 150 mm openings) where geotextileis not self-supporting

Woven geotextile

Woven geotextile

Geotextile embedded150 mm into ground

Construction Notes

GEOTEXTILE INLET FILTER SD 6-12

1. Fabricate a sediment barrier made from geotextile or straw bales. 2. Follow Standard Drawing 6-7 and Standard Drawing 6-8 for installation procedures for the straw bales or geofabric. Reduce the picket spacing to 1 metre centres. 3. In waterways, artificial sag points can be created with sandbags or earth banks as shown

4. Do not cover the inlet with geotextile unless the design is adequate to allow for all waters in the drawing.

to bypass it.






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EARTHWORKS SUMMARY (STAGE 1)

EARTHWORKS SUMMARY (STAGE 2)

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CHAINAGE

CUT / FILL DEPTH

EXISTING SURFACELEVELS

DESIGN SURFACELEVELS

SECTION OF RETAINING WALL






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CHAINAGE

CUT / FILL DEPTH



DATUM RL 15.000

SECTION A: OSD BASIN

CHAINAGE

CUT / FILL DEPTH



DATUM RL 15.000

SECTION B: BIORETENTION BASIN AND OSD BASIN

CHAINAGE

CUT / FILL DEPTH



DATUM RL 15.000

SECTION C: BIORETENTION BASIN AND OSD BASIN

SWALE B GRASS SWALE TYPICAL SECTION

TYPICAL SECTION: BIO-RETENTION AND OSD BASIN

SWALE TYPE A (GRASS SWALE) : TYPICAL SECTION









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LINE 1A101 LINE 1A102 LINE 1A103 LINE 1A104 LINE 1A105






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LINE 1A105 LINE 1A106






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P1706052DRN01V03 DRAINS RESULTS

P1706052DRN01V03 OSD CATCHMENT

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DRAINS LAYOUT

PRE-DEVELOPMENT CATCHMENT

POST DEVELOPMENT CATCHMENT

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MUSIC CATCHMENTS (P1706052MUS01V08)

MUSIC MODELLING RESULTS (P1706052MUS01V08)









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DEVELOPMENT APPLICATIONMUSIC MODEL LAYOUT

MUSIC CATCHMENT PLAN

MUSIC MODELLING RESULT

MUSIC CATCHMENT SUMMARY






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