elara neighbourhood centre...the proposed works consist of the construction of a new supermarket,...

Elara Neighbourhood Centre

Stormwater Management Plan

8 December 2017

Stockland Development Pty Ltd 388057

388057 SW01 D P:\Sydney\Projects\38xxxx\388057\04 Working\02 Documents\Civil\2017-09-04

Stormwater Management Plan\Working Report\388057 2017-11-07 Elara Neighbourhood Centre - Stormwater Management Report RevD.docx

Mott MacDonald

Mott MacDonald 383 Kent Street Sydney NSW 2000 PO Box Q1678, QVB Sydney, NSW 1230 Australia T +61 (0)2 9098 6800 F +61 (0)2 9098 6810 mottmac.com

Stockland Development Pty Ltd Level 25, 133 Castlereagh Street, Sydney 2000, Australia

Elara Neighbourhood Centre

Stormwater Management Plan

8 December 2017

Mott MacDonald Australia Pty Limited is a subsidiary of Mott MacDonald International Limited. Registered in Australia, ABN 13 134 120 353

Stockland Development Pty Ltd 388057

Mott MacDonald | Elara Neighbourhood Centre Stormwater Management Plan

388057 | SW01 | D | 8 December 2017 P:\Sydney\Projects\38xxxx\388057\04 Working\02 Documents\Civil\2017-09-04 Stormwater Management Plan\Working Report\388057 2017-11-07 Elara Neighbourhood Centre - Stormwater Management Report RevD.docx

Issue and Revision Record

Revision Date Originator Checker Approver Description

A 18.10.17 C. Keenan N. McKee J. Gilligan Issued for Client Review

B 07.11.17 C. Keenan S. Reilly B. Soo Issued for Client Review

C 10.11.17 C. Keenan S. Reilly B. Soo Issued for DA Approval

D 08.12.17 J. Ellero S. Reilly B. Soo Issued for DA Approval

Document reference: 388057 | SW01 | D

Information class: Standard

This document is issued for the party which commissioned it and for specific purposes connected with the above-

captioned project only. It should not be relied upon by any other party or used for any other purpose.

We accept no responsibility for the consequences of this document being relied upon by any other party, or being

used for any other purpose, or containing any error or omission which is due to an error or omission in data supplied

to us by other parties.

This document contains confidential information and proprietary intellectual property. It should not be shown to other

parties without consent from us and from the party which commissioned it.

This report has been pr epared sol el y for use by the party which commissi oned it (the ‘Client’) i n connecti on with the capti oned proj ect. It should not be used for any other purpose. N o person other than the Client or any party who has expressl y agreed t er ms of r eliance with us (the ‘Reci pient(s)’) may rel y on the content, i nformati on or any vi ews expressed i n the repor t. We accept no duty of care, responsi bility or liability to any other r eci pient of thi s document. This r eport is confi denti al and contains pr opri etar y intell ectual property.

No representati on, warranty or under taki ng, expr ess or i mplied, is made and no responsi bility or liability is accepted by us to any party other than the Cli ent or any Reci pient(s), as to the accuracy or completeness of the i nformati on contai ned i n this r eport. For the avoidance of doubt this r eport does not in any way purport to i nclude any legal , insur ance or fi nanci al advice or opi nion.

We disclai m all and any liability whether arising i n tort or contrac t or other wise which it might otherwise have to any party other than the Cli ent or the Reci pient(s), in r espect of this report , or any infor mation attri buted to i t.

We accept no r esponsibility for any error or omission i n the r eport which is due to an error or omission i n data, infor mation or statements supplied to us by other par ties incl udi ng the client (‘D ata’). We have not i ndependentl y verified such D ata and have assumed it to be accurate, complete, reli abl e and current as of the date of such infor mation.

Forecasts presented i n this document were pr epared usi ng Data and the report is dependent or based on D ata. Inevitabl y, some of the assumptions used to develop the for ecasts will not be realised and unantici pated events and circumstances may occur. C onsequentl y M ott MacDonal d does not guarantee or warr ant the concl usi ons contained i n the repor t as there are li kel y to be differ ences between the for ecas ts and the ac tual results and those di ffer ences may be material. Whil e we consi der that the infor mation and opini ons gi ven i n this r eport are sound all parti es must rel y on their own skill and j udgement when making use of it .

Under no circumstances may this report or any extr act or summar y ther eof be used in connection wi th any public or pri vate securities offering i ncluding any rel ated memorandum or prospectus for any securities offering or stock exchange listing or announcement.



Contents

1 Introduction 1

2 The Physical Environment 2

2.1 Site Description and Proposed Works 2

2.2 Data 3

2.2.1 Topography 3

2.2.2 Rainfall Data 3

3 Design Controls & Reference Documents 4

3.1 Design Controls 4

3.2 Reference Documents 4

4 Soil and Water Management Plan 5

5 Stormwater Management 6

5.1 Water Quantity Management 6

5.1.1 Stormwater Drainage 6

5.1.2 On-Site Detention 6

5.2 Water Quantity Modelling 6

5.2.1 Model Parameters 6

5.2.2 Existing System 7

5.2.3 Proposed System 8

5.2.4 DRAINS Results 9

5.3 Water Quality Management 10

5.3.1 Water Quality Objective 10

5.3.2 Proposed Treatments 10

5.4 Water Quality Modelling 14

5.4.1 MUSIC Model – Parameters and Methodology 14

5.4.2 MUSIC Results 17

5.5 Stream Erosion Index Modelling 18

5.5.1 Parameters and Methodology 18

6 Staging 22

Appendices 23

A. DRAINS Input Data 24



B. 6-month ARI DRAINS Results 25

C. 10yr ARI DRAINS Results 26

D. 100yr ARI DRAINS Results 27

E. DRAINS Catchment Plan 28

F. MUSIC Catchment Plan 29

G. HumeCeptor Brochure 30

H. SPELFilter Brochure 31

I. SPEL StormSack Brochure 32

J. MUSIC Link Results 33

K. Landscaping Rainwater Reuse Plan 34

L. Council Correspondence 35

Mott MacDonald | Elara Neighbourhood Centre 1 Stormwater Management Plan


1 Introduction

Mott MacDonald has been commissioned by Stockland Development Pty Ltd to prepare this

Stormwater Management Plan for the proposed development known as Elara Neighbourhood

Centre, identified as Lots 1101 & 1102 DP1191303 Elara Boulevard, Marsden Park. This report

will be lodged with Blacktown City Council to support a Development Application for the

development of a neighbourhood centre and details the modelling procedures and results

obtained in developing the proposed water cycle management plan.

The advice outlined in this report and documented on Mott MacDonald drawings 388057-MMD-

DA-XX-DR-C-0001 to 0210, aims to address the following engineering components:

● Understand the existing stormwater flow conditions for the site and determine requirements

for post-development flows from regulatory authorities;

● Design of the stormwater pipe network to convey flows through the site to appropriate

discharge points including connecting to the existing network, where applicable;

● Assess the safety of the overland flows throughout the site; and

● Identify appropriate measures to satisfy Council’s water quality and quantity requirements

and determine the location and land area required to implement the measures.

The following analyses have taken into consideration the economical, engineering,

environmental and social aspects of the works throughout the implementation of appropriate

stormwater controls and best management practices.



2 The Physical Environment

2.1 Site Description and Proposed Works

The subject site is located approximately 40km to the north-west of the Sydney Central

Business District at the intersection of Elara Boulevard and Northbourne Drive, Marsden Park,

and falls within the Blacktown City Council (BCC) Local Government Area (LGA).

The development site covers an area of approximately 2.53 Ha and forms part of the Marsden

Park Precinct. The Marsden Park Precinct was one of two developments to advance under the

New South Wales Government’s Precinct Acceleration Protocol in July 2011. The site Master

Plan was adopted by the Minister for Planning in October 2013.

The Marsden Park Precinct has three major land owners (Stockland, Winten Property Group,

and Pace) and some smaller fragmented ownership. The Stockland site was the first area to be

redeveloped with the intent to deliver approximately 2400 dwellings. The first parcel of the

Stockland site to be redeveloped is known as Marsden Park Precinct 1 (MPP1); the Elara

Neighbourhood Centre falls into the MPP1 area. Cardno prepared the MPP1 subdivision.

The existing site, which is vacant with light vegetation only, generally falls in a north-west to

south-east direction, towards Harvest Street and Parish street. The proposed site is bound by:

● Elara Boulevard to the north;

● Harvest Street to the south;

● Parish Street to the east; and

● Northbourne Drive to the west.

Figure 1: Existing Site

Source: Nearmap.com.au



The proposed works consist of the construction of a new supermarket, medical centre, childcare

centre, community centre, gym, town plaza, retail space, associated carparking facilities. The

site is currently divided into two lots which are to be consolidated as part of this DA submission.

2.2 Data

2.2.1 Topography

Topographic information for the site was obtained from detailed survey data prepared by Craig

and Rhodes Land Surveyors. Reference: Craig and Rhodes Drawings 108-12G V08 [00] Sheets

1 to 5.

2.2.2 Rainfall Data

Rainfall Intensity-Frequency-Duration (IFD) data obtained from Blacktown City Council’s

Engineering Guide for Development 2005 was utilised for the subject site.

Table 1: Rainfall Intensities for Blacktown City Council

DURATION 5 YEAR

(mm/hr)

10 YEAR

(mm/hr)

20 YEAR

(mm/hr)

100 YEAR

(mm/hr)

5 mins 129.0 146.0 168.0 219.0

10 mins 98.0 111.0 128.0 167.0

15 mins 82.0 93.0 107.0 139.0

20 mins 71.0 81.0 93.0 121.0

30 mins 58.0 65.0 75.0 98.0

45 mins 46.2 52.0 60.0 78.0

1 hour 39.2 44.1 51.0 66.0

1.5 hours 30.7 34.6 39.8 52.0

2 hours 25.7 29.0 33.4 43.4

3 hours 20.0 22.6 26.0 33.8

Source: Blacktown City Council’s Engineering Guide for Development 2005



3 Design Controls & Reference Documents

3.1 Design Controls

The stormwater drainage for the proposed development has been designed to comply with the

following guidelines:

● Australian Rainfall and Runoff 2001;

● Blacktown City Council’s Growth Centre Precincts Development Control Plan 2016;

● Blacktown City Council’s Development Control Plan 2015;

● Blacktown City Council’s Engineering Guide for Development 2005;

● Blacktown City Council’s Developer Handbook for Water Sensitive Urban Design 2013;

● Managing Urban Stormwater: Soils and Construction, Volume 1, 4th Edition, March 2004;

and

● Australian Design Standards.

3.2 Reference Documents

This report should be read in conjunction with the following documents related to the Elara

Neighbourhood Centre and the Marsden Park Precinct (MPP1):

● Civil engineering drawings prepared by Mott MacDonald dated 16/10/2017;

● Architectural drawings prepared for DA submission by Allen Jack + Cottier;

● Landscape architectural drawings prepared for DA submission by Group GSA;

● Engineering Services and Civil Infrastructure Report – Proposed Residential Subdivision –

MPP1, Marsden Park prepared by Cardno dated August 2014;

● Cardno Drawings Cardno UT-CV-ST01 series dated June 2014; and

● Other reports, plans and documentation prepared by specialist consultants (as applicable).



4 Soil and Water Management Plan

Prior to any earthworks commencing on site, soil and water management measures are to be

planned and implemented generally in accordance with Managing Urban Stormwater: Soils and

Construction 4th Edition, March 2004. These measures may include:

● Installation of geo-textile filter fabric to the perimeter of the work site area, where required;

● The provision of a sediment basin through which stormwater runoff shall be channelled and

treated during construction;

● The use of flow diversion and sediment control methods to minimise the quantity of sediment

entering the stormwater drainage system using sandbags around kerb inlet pits and geo-

textile filter fabric around drop inlet pits etc.;

● Sediment control devices at all ingress / egress points;

● The provision of a temporary truck wash down facility to service vehicles exiting the site

during the construction stage.

Please refer to the Concept Soil and Water Management Plan 388057-MMD-DA-XX-DR-C-

0020.



5 Stormwater Management

5.1 Water Quantity Management

5.1.1 Stormwater Drainage

The major/ minor approach to stormwater drainage is the recognised concept for urban

catchments within the Blacktown City Council Local Government Area. For the purposes of this

report, DRAINS software is used to calculate flows exiting the site. The minor drainage system

is designed to contain stormwater flows from the minor 10yr ARI storm event within a below

ground pit and pipe network.

The major drainage system incorporates overland flow routes through proposed road,

hardstand, and landscaped areas for the 100-year ARI design storm event with due

consideration for higher intensity storms. In accordance with council’s requirements, the major

drainage system is to be designed in a manner that ensures that personal safety is not

compromised. As such, all overland flow routes for the site are to be designed so that the

maximum velocity x depth product shall not exceed 0.4m2/s in accordance with Council’s

guidelines.

5.1.2 On-Site Detention

Review of the Engineering Services and Civil Infrastructure Report and civil engineering

drawings (CardnoUT-CV-ST01 series) prepared by Cardno for the MPP1 subdivision indicates

that regional stormwater detention was designed to cater for this subdivision.

Furthermore, review of Cardno’s 12d model for the MPP1 subdivision indicates that the Elara

Neighbourhood Centre site was assumed to be 100% impervious when calculating stormwater

flows and sizing regional detention basins.

Therefore, and as confirmed with Blacktown City Council, on-site detention is not required for

the Elara Neighbourhood Centre site. Please refer to Appendix L for correspondence with

Council regarding on-site detention.

5.2 Water Quantity Modelling

A hydrological model for the Elara Neighbourhood Centre site was formulated using the

DRAINS software package and was analysed to assess the performance of the site stormwater

network. The DRAINS program typically performs design and analysis calculations for urban

stormwater systems and models the flood behaviour on both rural and urban catchments.

The user data inputs required by DRAINS include catchment areas, time of concentration,

pervious and impervious areas, IFD rainfall intensities and flow path roughness.

5.2.1 Model Parameters

In order to assess the performance of the proposed site pit and pipe network, a DRAINS model

was established with the input parameters, described below:

5.2.1.1 Hydrological Model

● Rational method procedure = ARR87

● Paved (impervious) area depression storage = 1 mm



● Supplementary area depression storage = 1 mm

● Grassed (pervious) area depression storage = 5 mm

● Soil type - normal = 3

● Sag pit blocking factor (minor systems) = 0 (no blockage)

● On grade pit blocking factor (minor systems) = 0 (no blockage)

● Sag pit blocking factor (major systems) = 0.5 (50% blockage)

● On grade pit blocking factor (major systems) = 0.2 (20% blockage)

● Antecedent Moisture Condition (ARI = 1-5 years) = 2.5



DRAINS user guide describes soil type 3 as follows:

Type 3 (or C) slow infiltration rates (may have layers that impede downward movement

of water).

Design storms using IFD data obtained from Blacktown City Council’s Engineering Guide for

Development 2005 were entered into DRAINS for the following durations for the 3 month, 6

month, 5 year, 10 year, 20 year, 50 year and 100 year ARI storm events:

● Storm Durations: 5, 10, 15, 20, 25, 30, 45, 60, 90, 120, 180 minute.

5.2.2 Existing System

The existing site has been designed to grade to the eastern boundary of the site towards the

intersection of Parish Street and Harvest Street. In the existing scenario, stormwater is

informally sheeting off the site onto the road reserve where it is collected by stormwater pits in

Parish Street and Harvest Street.

Review of Cardno Drawings Cardno UT-CV-ST01 series dated June 2014 indicates that in order

to undertake their design, Cardno split the site into three catchments and provided three capped

stormwater pipes for future connection to service the Elara neighbourhood Centre site.

The western catchment is 0.953Ha in size with a Ø675 stormwater pipe provided for future

connection with a downstream invert level of RL25.42. The central catchment is the smallest of

the three catchments with an area of 0.455Ha, a Ø450 stormwater pipe has been provided for

future connection with a downstream invert level of RL25.06. The eastern catchment is the

largest of the three catchments with an area of 1.110Ha, a Ø675 stormwater pipe has been

provided for future connection with a downstream invert level of RL24.29.



Figure 2: Catchment Plan

5.2.3 Proposed System

The DRAINS model for the proposed scenario was developed based on the following

methodology:

● The site pit and pipe network is proposed to connect to the existing 675m, 450mm and

675mm diameter stormwater stubs located in the Harvest Street boundary of the

development as per the subdivision design prepared by Cardno;

● An indicative pit and pipe network was developed for the proposed siteworks (refer civil

engineering plans 388057-MMD-DA-XX-DR-C-0050 to 0053 for details);

● Tailwater conditions at the connection to the existing stormwater pipe stubs in the Harvest

Street boundary were taken from Cardno’s Marsden Park Stages 1-4 & 11 of Precinct 1

(CardnoUT-CV-ST01) drawings and are provided in Table 2 below;

● These tailwater levels have been specified to simulate a charged system downstream and to

verify the capacity of the internal piped network for stormwater flows generated during the

design storm events;

● Roof water from the new buildings is to drain directly to rainwater harvesting tanks totalling

230.4kL of storage with overflows to the piped network. Designs for roof drainage shall be

undertaken as either conventional or siphonic drainage by a certified Hydraulic Engineer

during the detail design stage of the works;

● For the purposes of DRAINS modelling, the rainwater tanks are considered full during

simulation;

● The pit and pit network within the childcare centre has been designed to convey the 100yr

ARI storm event with due consideration for higher intensity design storms;

● All paved areas are collected within grated pits and drains;



● 10yr and 100yr ARI events were considered for all standard durations; and

● For the major system (100yr ARI storm event), blockage factors of 20% and 50% have been

applied to on-grade pits and sag pits respectively in accordance with Council’s requirements.

Refer to Appendix A for DRAINS input data.

Table 2: Tailwater Levels

Storm Event Western Outlet Central Outlet Eastern Outlet

10yr ARI RL26.160 RL25.962 RL25.178

100yr ARI RL27.338 RL26.870 RL25.860

Figure 3: DRAINS Model

Source: Labels have not been shown for clarity

5.2.4 DRAINS Results

Iterations were performed in the DRAINS model to determine the size of the proposed piped

network in order to satisfy major/minor system requirements in accordance with Blacktown City

Council standards.

Results indicate that the major / minor system requirements are satisfied at all proposed pits in

the development area and that the piped system sufficiently conveys minor storm flows with

safe provision for major system flows (refer to Appendix B, C & D for DRAINS results). Please



refer to drawings 388057-MMD-DA-XX-DR-C-0050 to 0053 for the stormwater pit and pipe

network plan and Appendix E for the DRAINS catchment plan.

5.3 Water Quality Management

The stormwater management systems for the site shall comply with Part J of Blacktown City

Council’s Development Control Plan 2015 for the developed site prior to discharge into the

authorities’ drainage system from the site during the construction phase.

Pollutant indicators are categorised as follows:

● Gross pollutants;

● Coarse, medium, and fine sediments;

● Oil and grease;

● Heavy metals; and

● Nutrients.

5.3.1 Water Quality Objective

In accordance with Blacktown City Council’s Development Control Plan, we note that the

following targets have been set in relation to stormwater quality for the post-developed scenario:

1. Reduction in average annual gross pollutants (GP) export load of 90%

2. Reduction in average annual total suspended solids (SS) export load of 85%

3. Reduction annual average total phosphorus (TP) export load of 65%

4. Reduction in annual average total nitrogen (TN) export load of 45%

In addition to satisfying the requirements of Blacktown City Council’s DCP, the promotion of

sustainable water practices must comply with the protection or enhancement of natural water

quality as stated in Council’s Local Environment Plan and pre-DA meeting minutes C17/36783.

The stormwater system has been designed to treat the 6-month ARI storm event in accordance

with Blacktown City Council requirements.

To demonstrate compliance with these objectives, treatment removal loads were analysed using

MUSIC (Model for Urban Stormwater Improvement Conceptualisation) Version 6.2.1 software.

Model development and results are discussed below.

5.3.2 Proposed Treatments

Proposed stormwater quality treatment devices such as grassed swales, SPEL StormSack pit

inserts, SPELFilter filter cartridges, Humeceptor hydrodynamic separators and rainwater tanks

are discussed below (refer to Product Specifications in the appendices for further details):

5.3.2.1 Grassed Swale

A grassed swale is a graded and engineered landscape feature appearing as a linear, shallow,

open channel with trapezoidal or parabolic shape. The swale is vegetated with flood tolerant,

erosion resistant plants.

The design of grassed swales promotes the conveyance of storm water at a slower, controlled

rate and acts as a filter medium removing pollutants and allowing stormwater infiltration.



In swales, stormwater is slowed by strategic placement of check-dams that encourage ponding

and these ponds in turn facilitate water quality improvements through infiltration, filtration, and

sedimentary deposition.

Two swales are proposed to aid with water quality treatment for the proposed Elara

Neighbourhood Centre development. It is proposed to construct the first swale along Harvest

Street frontage and this swale will treat a landscaped area of 200m2. The second swale is

proposed in the landscaped area adjacent to Parish Street and will treat an area of 140m2.

The following parameters were input into the MUSIC model to represent the proposed swales:

Table 3: Swale MUSIC Input Parameters

Swale Length (m)

Bed Slope (%)

Base Width (m)

Top Width (m)

Depth (m)

Vegetation Height (m)

Exfiltration Rate (mm/hr)

1 90 1.4 0.5 1.5 0.1 0.25 0

2 55 1.5 0.5 1.5 0.1 0.25 0

5.3.2.2 Hydrodynamic Separator – HumeCeptor & MultiCeptor

Hydrodynamic separators are flow-through structures with a settling or separation unit to

remove sediments and other pollutants that are widely used in storm water treatment. No

outside power source is required, because the energy of the flowing water allows the sediments

to efficiently separate. Depending on the type of unit, this separation may be by means of swirl

action or indirect filtration. Refer to Appendix G for the HumeCeptor System Technical Manual.

In developing the MUSIC model for the site, one HumeCeptor and two MultiCeptor type

hydrodynamic separators are proposed upstream of the SPELFilter filtration cartridges to

provide pre-treatment. The following HumeCeptor / MultiCeptor hydrodynamic separators were

utilised:

1. Western Catchment: An “online” MultiCeptor system by Humes with a treatable flow

rate of 94L/s has been proposed;

2. Central Catchment: An “online” HumeCeptor system by Humes with a treatable flow

rate of 93L/s has been proposed;

3. Eastern Catchment: An “online” MultiCeptor system by Humes with a treatable flow rate

of 161L/s has been proposed.

The expected removal rates that were utilised within the water quality modelling process to

represent the HumeCeptor / MultiCeptor units were modelled based on the following

manufacturer’s specifications:

Table 4: Humes HumeCeptor / MultiCeptor MUSIC Input Parameters

Pollutant Input Output Adopted Rate

Suspended Solids (mg/L) 500.3 100.3 79.95%

Phosphorous (mg/L) 4.998 3.519 29.59%

Nitrogen (mg/L) 5 3.5 30.00%

Gross Pollutants (kg/ML) 15.1 14.9 1.32%

Source: Humes



5.3.2.3 SPELFilter Cartridges

Filtration cartridges in the form of SPELFilters are to be provided as an end of line treatment

device to treat stormwater runoff from the proposed development. The SPELFilter system

targets a full range of pollutants including total suspended solids, soluble heavy metals, oil and

grease, and total nutrients.

The SPELFilter cartridges are available in two sizes; 780mm high (standard) and 570mm high

(low). The standard cartridges are used to treat runoff from the western and central catchments

and the low cartridges are used to treat the eastern catchment.

The standard cartridge has a treatable flow rate of 2.83L/s and the low cartridge has a treatable

flow rate of 1.41L/s. The cartridges are designed to capture and treat the “first flush” volume of a

rainfall event. Please refer to Appendix H for the SPELFilter technical manual.

The expected removal rates that were utilised in the water quality modelling process to

represent the pollutant filters were based on manufacturer’s specifications as follows:

Table 5: SPELFilter MUSIC Input Parameters


Suspended Solids (mg/L) 1000 200 80%

Phosphorous (mg/L) 10 4.5 55%

Nitrogen (mg/L) 100 58 42%

Gross Pollutants (kg/ML) 100 5 95%

Source: SPEL

In developing the MUSIC model for the proposed works, the following SPELFilter cartridge

systems were utilised:

1. Western Catchment: An “online” 8 x 780mm cartridge system by SPEL with a treatable

flow rate of 22.64 L/s has been proposed as an end-of-line treatment prior to discharge;

2. Central Catchment: An “online” 2 x 780mm cartridge system by SPEL with a treatable

flow rate of 5.66 L/s has been proposed as an end-of-line treatment prior to discharge;

3. Eastern Catchment: An “online” 18 x 570mm cartridge system by SPEL with a treatable

flow rate of 25.38 L/s has been proposed as an end-of-line treatment prior to discharge.

The positions of these SPELFilter units have been proposed to maximise flows and allow easy

access for maintenance.

5.3.2.4 SPEL StormSack Pit Inserts

The grated drain pit T1 at the south of the central catchment has been designed to be fitted with

a StormSack pit inserts including oil absorbent media. The pit insert will sit beneath the

stormwater pit grate and grated drain inlet and will collect gross pollutants and larger sediments

prior discharge to Council’s stormwater network.

The expected removal rates that were utilised in the water quality modelling process to

represent the SPEL StormSack pit insert were based on the following manufacturer’s

specifications as provided in Table 6 below. Please refer to Appendix I for the SPEL StormSack

technical manual.



Table 6: SPEL StormSack MUSIC Input Parameters


Suspended Solids (mg/L) 1000 680 32%

Phosphorous (mg/L) 10 6.2 38%

Nitrogen (mg/L) 100 63 37%

Gross Pollutants (kg/ML) 1000 100 90%

Source: SPEL

5.3.2.5 Rainwater Tanks

Rainwater tanks have been utilised as a means of water reuse within the Elara Neighbourhood

Centre development. Stormwater that discharges directly from roofed areas is generally

considered 'clean' water, with the roof water from the buildings modelled to discharge directly to

four rainwater harvesting tanks. These tanks are used to store water for re-use associated with

the site.

In accordance with Council requirements, a minimum of 80% of non-potable water demand is to

be met through the reuse of rainwater assessed by MUSIC. The 80% reuse was assessed

using the node water balance function within MUSIC using Blacktown’s standard rainfall.

Non-potable water demand includes landscape watering and toilet/urinal flushing for staff and

students. A usage rate of 0.035kL per day internal use per toilet (3.5L per flush, considering 10

flushes per day) was adopted in accordance with the usage rates specified by toilet

manufacturer. Urinals have not been included in the rainwater tank calculations as non-flushing

urinals are proposed for the development. A usage rate of 0.3kL per year per m2 was adopted

for the subsurface irrigation, in accordance with Blacktown City Council’s Developer Handbook

for WSUD.

All facilities except the childcare centre operate 7 days a week; the childcare centre operates 5

days a week. Therefore, the childcare centre’s toilet rainwater reuse demand has been reduced

accordingly.

The design rainwater tank volume shown on the siteworks plans is 15% greater than the

rainwater tank volume calculated in MUSIC to allow for off-take and top-up levels in accordance

with Council requirements for tank sizes less than 120kL. The following tables provide the toilet

and landscaping rainwater reuse demand:

Table 7: Toilet Rainwater Reuse Demand

Facility Number of Toilets Reuse Demand Per Day

Childcare Centre 17 0.425 kL/day

Retail Pod 1 & 2 18 0.63 kL/day

Medical Centre 17 0.595 kL/day

Supermarket 7 0.245 kL/day

Source: Number of toilets provided by project architect

Table 8: Landscaping Rainwater Reuse Demand

Facility Pervious Landscaped Area Reuse Demand Per Year

Childcare Centre 165m2 49.5 kL/year

Retail Pod 1 & 2 245m2 73.5 kL/year

Medical Centre 375m2 112.5 kL/year

Supermarket 494m2 148.2 kL/year

Source: Pervious landscaped areas provided by project landscape architect



Please refer to Appendix K for the pervious area landscaping rainwater reuse plan.

Table 9: Rainwater Tank Sizing

Tank Reuse Demand Met

Modelled Tank Size (15% reduction)

Actual Tank Size

Rainwater Tank J2 (Childcare Centre)

79.56% 10.9kL 12.8kL

Rainwater Tank B9 (Retail Pod 1 & 2)

75.10% 12.0kL 14.2kL

Rainwater Tank S1

(Medical Centre) 83.17% 12.0kL 14.2kL

Rainwater Tank L1 (Supermarket)

78.11% 16.0kL 18.9kL

Average 79.00% Total 51kL Total 60kL

MUSIC analysis indicates that the rainwater tank sizes as outlined in Table 9 provide for 79% of

the sitewide water demand which should be satisfactory to meet Council’s reuse requirements.

As the tank size installed must be equal to or greater than the actual tank size specified in Table

9, the 80% re-use demand will be met.

The excess water from the rainwater tanks will discharge into the stormwater network and

through the treatment train prior to leaving the site. Due to the uncertain nature of the rainwater

supply, the tanks will be connected to mains water for “top-ups” in dry weather conditions.

5.4 Water Quality Modelling

Treatment removal loads were analysed using MUSIC (Model for Urban Stormwater

Improvement Conceptualisation) Version 6.2.1 software. MUSIC was utilised to simulate urban

stormwater systems operating at a range of temporal and spatial scales. MUSIC models the

total amount of gross pollutants and nutrients produced within various types of catchments. It

allows the user to simulate the removal rates expected when implementing removal filters to

reduce the increased gross pollutant and nutrient levels created by the proposed development.

5.4.1 MUSIC Model – Parameters and Methodology

In order to assess the effectiveness of the stormwater quality systems that are to be included as

part of the subdivision, a MUSIC model was created using the follow parameters and

methodology:

5.4.1.1 Developed Site

The following methodology and parameters were incorporated into the MUSIC modelling for the

post-developed site:

● The Blacktown City Council MUSIC link was used for the MUSIC model;

● The post-developed site was consolidated into three main sub-catchment areas (western,

central, and eastern) based on the proposed drainage system. The areas are as follows:

Table 10: Area Breakdown per MUSIC Sub-Catchment

MUSIC Sub-Catchment Area (Ha)

Western Catchment 0.710

Central Catchment 0.612

Eastern Catchment 1.205



MUSIC Sub-Catchment Area (Ha)

Total 2.527

● The three catchments were then separated into “Road”, “Roof” and “Landscaping” areas

based on the proposed lot layout. The landscaped areas were broken up into pervious and

impervious percentages based on information received from the landscape architect (refer to

Appendix K for landscaping rainwater reuse plan);

● Bypass areas have been based on areas that will not be treated by any treatment device;

● Table 11 below outlines the adopted areas for each sub-catchment:

Table 11: MUSIC Catchment Breakdown

MUSIC Sub-Catchment

Roof (Ha) Road (Ha) Landscape (Ha)

Bypass – Landscape

(Ha)

Total Area (Ha)

Western Catchment 0.098 0.304 0.308 0.0 0.710

Central Catchment 0.573 0.011 0.026 0.002 0.612

Eastern Catchment 0.175 0.833 0.193 0.004 1.205

Total 0.846 1.148 0.527 0.006 1.527

● Rainwater tanks have been proposed to collect flows from roofed areas with the following

tank sizes:

Table 12: Rainwater Tank Sizes

Rainwater Tank Catchment Size in MUSIC (kL)

RWT J2 Western 10.9

RWT B9 Central 12

RWT L1 Central 12

RWT S1 Eastern 16

● The pollutant concentration parameters used within the model were based on the

recommended model defaults for different land use categories. These are summarised in the

following tables:

Table 13: Post Development Areas – MUSIC Node Classification

MUSIC Node Classification

Roof “Roof”

Road “Sealedroad”

Landscaping “Mixed”

Table 14: MUSIC Node – Rainfall Runoff Parameters

Classific-ation

TSS TP TN

Mean Std Dev Mean Std Dev Mean Std Dev

“Roof” Base Flow 1.10 0.17 -0.82 0.19 0.32 0.12

Storm Flow 1.30 0.32 -0.89 0.25 0.30 0.19

“Road” Base Flow 1.20 0.17 -0.85 0.19 0.11 0.12

Storm Flow 2.43 0.32 -0.30 0.25 0.34 0.19

“Mixed” Base Flow 1.20 0.17 -0.85 0.19 0.11 0.12



Classific-ation

TSS TP TN

Mean Std Dev Mean Std Dev Mean Std Dev

Storm Flow 2.15 0.32 -0.60 0.25 0.30 0.19

● The soil properties for the pervious areas of the catchment were defined based on the

recommended parameters listed below and set out in Blacktown City Council’s Developer

Handbook for Water Sensitive Urban Design:

Table 15: MUSIC Soil Parameters

Soil Properties Roof Road Landscaping

Impervious Threshold (mm) 1.4 1.4 1.4

Soil Storage Capacity (mm) 170 170 170

Initial Storage (% of Capacity) 30 30 30

Field Capacity (mm) 70 70 70

Infiltration Coefficient ‘a’ 210 210 210

Infiltration Coefficient ‘b’ 4.7 4.7 4.7

Initial Groundwater Depth (mm) 10 10 10

Daily Recharge Rate (%) 50 50 50

Daily Base Flow Rate (%) 4 4 4

Daily Deep Seepage Rate (%) 0 0 0

A treatment train was designed to incorporate a series of treatment nodes including swales,

hydrodynamic separators, filter cartridges, StormSack pit inserts, and rainwater tanks. A

snapshot of the MUSIC model can be sign in Figure 4. The effectiveness of the proposed

treatments is summarised in Section 5.4.2 below.



Figure 4: MUSIC Model

5.4.2 MUSIC Results

Table 16: MUSIC Model Results

Pollutant Sources (kg/yr)

Residual Load (kg/yr)

Removal Rate Target Removal Rate

Total Suspended Solids 3,710 269 92.7% 85%

Total Phosphorus 6.81 2.5 63.2% 65%

Total Nitrogen 40.6 17 58.2% 45%

Gross Pollutants 464 1.56 99.7% 90%



Results of the MUSIC analysis indicate that, by including the nominated treatment train as

described in this report, the post-developed water quality improvement objectives set out in

Blacktown City Council’s DCP are achieved for suspended solids, nitrogen, and gross

pollutants. The total phosphorus is slightly under target, however within a reasonable range, as

discussed with Tony Merrilees at Blacktown City Council. Mott MacDonald notes that the

implementation of additional SPEL Bay Filters and increases in rainwater tank sizes result in a

negligible increase in total phosphorus reduction. The MUSIC Link report is provided in

Appendix J of this report.

5.5 Stream Erosion Index Modelling

5.5.1 Parameters and Methodology

The Stream Erosion Index (SEI) was calculated in accordance with Section 19 of Blacktown City

Council’s Developer Handbook for Water Sensitive Design. The method was developed in the

Draft NSW MUSIC Modelling Guide (2010). Blacktown City Council requires that the post-

development duration of stream forming flows shall be no greater than 3.5 times the pre-

developed duration of stream forming flows, with a stretch target of 1.

The Four Steps for Estimating Stream Erosion Index are:

1. Estimate the critical flow for the receiving waterway above which mobilisation of bed

material or shear erosion of bank material commences. 2. Develop and run a calibrated MUSIC model of the area of interest for pre-development

conditions to estimate the mean annual runoff volume above the critical flow. 3. Develop and run a MUSIC model for the post-developed scenario to estimate the mean

annual runoff volume above the critical flow. 4. Use the outputs from steps 3 and 4 to calculate the SEI for the proposed scenario.

5.5.1.1 Step 1: Critical Flow Estimation

Using the area of the site (in km2), calculate the Time of Concentration using the probabilistic

rational method from equation 1.4 of AR&R Volume 1, Book 4.

𝐴 = 2.527 ℎ𝑎 = 0.02527 𝑘𝑚2

∴ 𝑡𝑐 = 0.187 ℎ𝑜𝑢𝑟𝑠 = 11 𝑚𝑖𝑛𝑢𝑡𝑒𝑠

Select I2 (mm/hr) from the Rainfall Intensity Chart in the Engineering Guide for Development

based on the 2 year ARI and the calculated in minutes.

𝐼2 = 73𝑚𝑚

ℎ𝑜𝑢𝑟

Determine the two year ARI runoff coefficient C2 using equation 1.5 of AR&R Volume 1, Book 4:

𝐶2 = 𝐶10 𝑥 𝐹𝐹2 = 0.6 𝑥 0.74 = 0.444

where C10 is the 10 year runoff coefficient from Fig 5.1 from AR&R Volume 2 = 60%, and FF2 =

the 2 year frequency factor from Table 1.1 of AR&R Volume 1, Book 4 = 0.74.

Using the rational method Q2 = 0.278 x C2 x I2 x A, substitute results from 2 and 3 above.

𝑄2 = 0.278 × 0.444 × 73𝑚𝑚

ℎ𝑜𝑢𝑟 × 0.02527 𝑘𝑚2 = 0.228

𝑚3

𝑠



Determine Q critical as 25% of the Q2 flow rate.

𝑄𝑐𝑟𝑖𝑡𝑖𝑐𝑎𝑙 = 0.228𝑚3

𝑠× 25% = 0.057

𝑚3

𝑠

5.5.1.2 Step 2: Pre-Development MUSIC Model

A pre-development model MUSIC model was created to assess the mean annual flows of the

site, as shown in Figure 5. A generic node was inserted into the model directly upstream of the

receiving node, in accordance with Section 19.3 of Council’s Draft NSW MUSIC Modelling

Guide (2010). The mean annual runoff volume above the critical flow was determined to be

equal to 0.807 m3/s.

Figure 5: Pre-Development SEI MUSIC Model

5.5.1.3 Step 3: Post-Development MUSIC Model

A post-development model MUSIC model was created to assess the mean annual flows of the

site, as shown in Figure 6. A generic node was inserted into the model directly upstream of the

receiving node, in accordance with Section 19.3 of Council’s Draft NSW MUSIC Modelling

Guide (2010). The mean annual runoff volume above the critical flow was determined to be

equal to 2.56 m3/s.



Figure 6: Post-Development SEI MUSIC Model

5.5.1.4 Step 4: SEI Calculation

The SEI is calculated as the ratio of the output mean annual flow from the generic node for the

post-developed model over the corresponding value for the pre-development model as detailed

below:

𝑆𝐸𝐼 = ∑(𝑄𝑝𝑜𝑠𝑡 − 𝑄𝐶𝑟𝑖𝑡𝑖𝑐𝑎𝑙)

∑(𝑄𝑝𝑟𝑒 − 𝑄𝑐𝑟𝑖𝑡𝑖𝑐𝑎𝑙)

Where:

𝑄𝑝𝑜𝑠𝑡 = 2.57 𝑚3/𝑠

𝑄𝑐𝑟𝑖𝑡𝑖𝑐𝑎𝑙 = 0.057 𝑚3/𝑠



𝑄𝑝𝑟𝑒 = 0.807 𝑚3/𝑠

Therefore:

𝑆𝐸𝐼 = ∑ (2.57 − 0.057) 𝑚3/𝑠

∑ (0.807 − 0.057) 𝑚3/𝑠

𝑆𝐸𝐼 = 3.35

As Blacktown City Council requires a maximum SEI value of 3.5, this value is deemed

acceptable and meets the relevant standards.



6 Staging

Construction of the Elara Neighbourhood Centre will be undertaken in two stages. This staging

has been considered during the design of the stormwater network to minimise temporary works.

As such, Stage 1 can drain independently of Stage 2. In addition, the stormwater quality devices

will treat Stage 1 during the time that Stage 2 is under development.

Refer to General Arrangement drawing 388057-MMD-DA-XX-DR-C-0010 for staging of works.

Further staging details will be confirmed during the detailed design stage.



Appendices

A. DRAINS Input Data 24

B. 6-month ARI DRAINS Results 25

C. 10yr ARI DRAINS Results 26

D. 100yr ARI DRAINS Results 27

E. DRAINS Catchment Plan 28

F. MUSIC Catchment Plan 29

G. HumeCeptor Brochure 30

H. SPELFilter Brochure 31

I. SPEL StormSack Brochure 32

J. MUSIC Link Results 33

K. Landscaping Rainwater Reuse Plan 34

L. Council Correspondence 35



A. DRAINS Input Data

PIT / NODE DETAILS Version 13

Name Type Family Size Ponding Pressure Surface Max Pond Base Blocking x y Bolt-down id Part Full Inflow Pit is

Volume Change Elev (m) Depth (m) Inflow Factor lid Shock Loss Hydrograph

(cu.m) Coeff. Ku (cu.m/s)

Pit P2 OnGrade NSW Dept. of Housing RM7 Inlet, 3% crossfall, 1% gradeRM7 4 27.4 0 0 298012.3 6269419 No 11291394 1 x Ku No New

Pit P1 OnGrade NSW Dept. of Housing RM7 Inlet, 3% crossfall, 1% gradeRM7 1.5 27.84 0 0 297994.9 6269426 No 11291393 1 x Ku No New

Pit A3 (HUMES)OnGrade Junction Pit or Manhole (sealed)Junction Pit or Manhole 1 27.85 0 0 297984.7 6269418 Yes 11291391 1 x Ku No New

Pit A2 (SPEL)OnGrade Junction Pit or Manhole (sealed)Junction Pit or Manhole 4 27.72 0 0 297988.2 6269414 Yes 11291390 1 x Ku No New

Pit A1 OnGrade Junction Pit or Manhole (sealed)Junction Pit or Manhole 1.5 27.61 0 0 297992.7 6269408 Yes 11291388 1 x Ku No New

G07/01 Node 27.73 0 297998.3 6269405 11291389 No

Pit T1 OnGrade NSW Dept. of Housing RM7 Inlet, 3% crossfall, 1% gradeRM7 4 27.1 0 0 298025.6 6269431 No 11291395 1 x Ku No New

Pit B1 OnGrade NSW Dept. of Housing RM7 Inlet, 3% crossfall, 1% gradeRM7 0.5 26.95 0 0 298026.1 6269435 Yes 11291419 1 x Ku No New

G06/01 Node 26.76 0 298034.1 6269432 11291440 No

Pit K2 OnGrade NSW Dept. of Housing RM7 Inlet, 3% crossfall, 1% gradeRM7 4 27.96 0 0 297968.7 6269386 No 11291396 1 x Ku No New

Pit K1 Sag NSW RTA SA Inlet, 3% crossfall, 1% gradeSA1 1 2 28.01 0.1 0 0 297962.1 6269385 No 11291462 1 x Ku No New

Pit A5 OnGrade NSW Dept. of Housing RM7 Inlet, 3% crossfall, 1% gradeRM7 2.5 28.46 0 0 297954.6 6269398 Yes 11291398 1 x Ku No New

Pit A4 OnGrade NSW Dept. of Housing RM7 Inlet, 3% crossfall, 1% gradeRM7 2 28.06 0 0 297970.2 6269408 No 11291392 1 x Ku No New

Pit M1 OnGrade NSW Dept. of Housing RM7 Inlet, 3% crossfall, 1% gradeRM7 4 28.21 0 0 297962.7 6269377 No 11291397 1 x Ku No New

Node J2 Node 28.86 0 297915.7 6269420 11291404 No

Pit J1 OnGrade NSW Dept. of Housing RM7 Inlet, 3% crossfall, 1% gradeRM7 4 28.97 0 0 297919 6269413 Yes 11291403 1 x Ku No New

Pit A6 OnGrade NSW Dept. of Housing RM10 Inlet, 3% crossfall, all gradesRM10 1.8 m lintel 2 28.53 0 0 297933 6269424 No 11291402 1 x Ku No New

Pit D5 Sag NSW Dept. of Housing RM7 Inlet, 3% crossfall, 1% gradeRM7 1 4 28.59 0.1 0 0 297888.7 6269433 No 11291407 1 x Ku No New

Pit D4 OnGrade NSW Dept. of Housing RM7 Inlet, 3% crossfall, 1% gradeRM7 1 28.7 0 0 297897.9 6269406 No 11291406 1 x Ku No New

Pit D3 Sag NSW Dept. of Housing RM7 Inlet, 3% crossfall, 1% gradeRM7 1 1.5 28.55 0.1 0 0 297902.6 6269385 No 11291405 1 x Ku No New

Pit D2 OnGrade NSW Dept. of Housing RM7 Inlet, 3% crossfall, 1% gradeRM7 1.5 28.62 0 0 297929.9 6269370 No 11291401 1 x Ku No New

Pit D1 OnGrade NSW Dept. of Housing RM7 Inlet, 3% crossfall, 1% gradeRM7 1.5 28.8 0 0 297945.7 6269374 Yes 11291399 1 x Ku No New

Pit G2 OnGrade NSW Dept. of Housing RM7 Inlet, 3% crossfall, 1% gradeRM7 4 29.44 0 0 297898.5 6269438 No 11291408 1 x Ku No New

Pit G1 OnGrade NSW Dept. of Housing RM7 Inlet, 3% crossfall, 1% gradeRM7 2 29.16 0 0 297903.1 6269456 No 11291409 1 x Ku No New


Pit H1 OnGrade NSW Dept. of Housing RM7 Inlet, 3% crossfall, 1% gradeRM7 4 29.22 0 0 297923.9 6269482 No 11291413 1 x Ku No New

Pit A8 OnGrade NSW Dept. of Housing RM7 Inlet, 3% crossfall, 1% gradeRM7 2.5 29.25 0 0 297924 6269469 No 11291411 1 x Ku No New



Node L1 Node 28.15 0 297994.2 6269440 11291421 No

Pit B5 OnGrade NSW Dept. of Housing RM7 Inlet, 3% crossfall, 1% gradeRM7 2 27.35 0 0 298002.8 6269446 Yes 11291420 1 x Ku No New

Pit B4 (HUMES)OnGrade Junction Pit or Manhole (sealed)Junction Pit or Manhole 0.5 27.3 0 0 298004.9 6269443 Yes 58900088 1 x Ku No New

Pit B3 (SPEL)OnGrade Junction Pit or Manhole (sealed)Junction Pit or Manhole 4 27.24 0 0 298007.3 6269440 Yes 58900087 1 x Ku No New

Pit B2 OnGrade NSW Dept. of Housing RM7 Inlet, 3% crossfall, 1% gradeRM7 1.5 27.2 0 0 298009.2 6269437 Yes 68465611 1 x Ku No New

Pit E3 Sag NSW Dept. of Housing RM10 Inlet, 3% crossfall, all gradesRM10 1.8 m lintel 1 4 26.03 0.15 0 0 298091.8 6269485 No 11291423 1 x Ku No New

Pit E2 Sag NSW Dept. of Housing RM7 Inlet, 3% crossfall, 1% gradeRM7 1 0.5 26.1 0.1 0 0 298092.2 6269489 No 11291434 1 x Ku No New

Pit E1 Sag NSW Dept. of Housing RM10 Inlet, 3% crossfall, all gradesRM10 1.8 m lintel 1 1.5 26.02 0.15 0 0 298092.7 6269494 No 11291433 1 x Ku No New

Pit204517 OnGrade NSW Dept. of Housing RM7 Inlet, 3% crossfall, 1% gradeRM7 1.5 26.15 0 0 298090.6 6269497 Yes 67250381 1 x Ku No New

Pit C3 (HUMES)OnGrade Junction Pit or Manhole (sealed)Junction Pit or Manhole 0.5 26.37 0 0 298082.2 6269491 Yes 11291438 1 x Ku No New

Pit C2 (SPEL)OnGrade NSW Dept. of Housing RM7 Inlet, 3% crossfall, 1% gradeRM7 0.5 26.3 0 0 298085.9 6269486 Yes 11291439 1 x Ku No New

Pit C1 OnGrade NSW Dept. of Housing RM7 Inlet, 3% crossfall, 1% gradeRM7 2 26.05 0 0 298088.8 6269482 Yes 11291432 1 x Ku No New

G05/01 Node 25.68 0 298095.1 6269479 11291441 No

Pit Q4 OnGrade NSW Dept. of Housing RM10 Inlet, 3% crossfall, all gradesRM10 1.8 m lintel 4 26.62 0 0 298047 6269450 No 11291426 1 x Ku No New

Pit Q3 OnGrade NSW Dept. of Housing RM10 Inlet, 3% crossfall, all gradesRM10 1.8 m lintel 0.5 26.44 0 0 298059.2 6269460 No 11291425 1 x Ku No New

Pit Q2 OnGrade NSW Dept. of Housing RM10 Inlet, 3% crossfall, all gradesRM10 1.8 m lintel 1.5 26.24 0 0 298075.2 6269472 No 67851879 1 x Ku No New

Pit Q1 OnGrade NSW Dept. of Housing RM7 Inlet, 3% crossfall, 1% gradeRM7 1.5 26.35 0 0 298075.2 6269486 Yes 15923596 1 x Ku No New

Pit F5 OnGrade NSW Dept. of Housing RM7 Inlet, 3% crossfall, 1% gradeRM7 4 27.2 0 0 298016.5 6269465 No 11291427 1 x Ku No New

Pit F4 OnGrade NSW Dept. of Housing RM7 Inlet, 3% crossfall, 1% gradeRM7 0.5 27.06 0 0 298029.1 6269474 No 11291428 1 x Ku No New




Pit C5 OnGrade NSW Dept. of Housing RM7 Inlet, 3% crossfall, 1% gradeRM7 2 26.45 0 0 298080.5 6269513 No 11291436 1 x Ku No New

Pit R1 OnGrade NSW Dept. of Housing RM7 Inlet, 3% crossfall, 1% gradeRM7 4 26.88 0 0 298064.6 6269535 No 11291443 1 x Ku No New

Pit C7 OnGrade NSW Dept. of Housing RM7 Inlet, 3% crossfall, 1% gradeRM7 2 26.8 0 0 298061.9 6269529 Yes 11291442 1 x Ku No New

Pit C6 OnGrade NSW Dept. of Housing RM10 Inlet, 3% crossfall, all gradesRM10 1.8 m lintel 1.5 26.54 0 0 298073 6269518 No 11291437 1 x Ku No New

Pit N1 OnGrade NSW Dept. of Housing RM7 Inlet, 3% crossfall, 1% gradeRM7 4 27.48 0 0 298043.7 6269556 No 11291445 1 x Ku No New


Pit C8 OnGrade NSW RTA SA Inlet, 3% crossfall, 1% gradeSA1 1.5 26.93 0 0 298057.2 6269539 No 11291444 1 x Ku No New


Pit C11 OnGrade NSW Dept. of Housing RM7 Inlet, 3% crossfall, 1% gradeRM7 0.5 28 0 0 297990.1 6269515 No 11291448 1 x Ku No New

Pit C10 OnGrade NSW Dept. of Housing RM7 Inlet, 3% crossfall, 1% gradeRM7 0.5 27.82 0 0 298006.6 6269528 No 11291447 1 x Ku No New

Node B9 Node 29.2 0 297927.9 6269486 11291450 No

Pit B8 OnGrade NSW Dept. of Housing RM7 Inlet, 3% crossfall, 1% gradeRM7 1.5 29.25 0 0 297937.4 6269480 No 11291412 1 x Ku No New

Pit B7 OnGrade NSW Dept. of Housing RM7 Inlet, 3% crossfall, 1% gradeRM7 0.5 28.74 0 0 297949.6 6269488 No 11291417 1 x Ku No New

Pit B6 OnGrade NSW Dept. of Housing RM7 Inlet, 3% crossfall, 1% gradeRM7 2 28.17 0 0 297963.7 6269499 Yes 11291418 1 x Ku No New

Node S1 Node 27.65 0 298009.2 6269524 11291451 No

Node Low D3Node 28.5 0 297902.8 6269375 11291844 No

N G04/06 Node 28.4 0 297952.6 6269371 11291846 No

G01/08 Node 26.5 0 298068.7 6269536 11292906 No

F01/15 Node 27.75 0 297965.1 6269534 11294541 No

Node Low D5Node 28.5 0 297883.2 6269433 21663193 No

Pit U1 OnGrade NSW Dept. of Housing RM7 Inlet, 3% crossfall, 1% gradeRM7 4 27.06 0 0 298059 6269541 No 49525667 1 x Ku No New

N Bypass 1 Node 28.95 0 297884.7 6269511 51754236 No

N Bypass 2 Node 27.46 0 298016.5 6269573 51754241 No

DETENTION BASIN DETAILS

Name Elev Surf. Area Not Used Outlet Type K Dia(mm) Centre RL Pit Family Pit Type x y HED Crest RL Crest Length(m)id

SUB-CATCHMENT DETAILS

Name Pit or Total Paved Grass Supp Paved Grass Supp Paved Grass Supp Paved Grass Supp Paved Grass Supp Lag Time Gutter Gutter Gutter Rainfall

Node Area Area Area Area Time Time Time Length Length Length Slope(%) Slope Slope Rough Rough Rough or Factor Length Slope FlowFactor Multiplier

(ha) % % % (min) (min) (min) (m) (m) (m) % % % (m) %

Cat P2 Pit P2 0.0558 95 5 0 5 10 0

Cat P1 Pit P1 0.0361 100 0 0 5 10 0

Cat T1 Pit T1 0.022 100 0 0 5 10 0

Cat K2 Pit K2 0.0239 100 0 0 5 10 0

Cat K1 Pit K1 0.0672 95 5 0 5 10 0

Cat A4 Pit A4 0.0394 100 0 0 5 10 0

Cat M1 Pit M1 0.0191 100 0 0 5 10 0

Cat J2 Node J2 0.0985 100 0 0 5 10 0

Cat A6 Pit A6 0.1252 90 10 0 5 10 0

Cat D5 Pit D5 0.0257 95 5 0 5 10 0

Cat D3 Pit D3 0.0647 95 5 0 5 10 0

Cat D2 Pit D2 0.0085 100 0 0 5 10 0

Cat G2 Pit G2 0.0214 95 5 0 5 10 0

Cat G1 Pit G1 0.0066 100 0 0 5 10 0

Cat H1 Pit H1 0.0254 70 30 0 5 10 0

Cat A8 Pit A8 0.001 100 0 0 5 10 0

Cat A10 Pit A10 0.0407 70 30 0 5 10 0

Cat A9 Pit A9 0.0465 80 20 0 5 10 0

Cat L1 Node L1 0.3808 100 0 0 5 10 0

Cat E3 Pit E3 0.1273 95 5 0 5 10 0

Cat E2 Pit E2 0.0278 0 100 0 5 10 0

Cat E1 Pit E1 0.1408 95 5 0 5 10 0

Cat Q4 Pit Q4 0.1117 95 5 0 5 10 0

Cat Q3 Pit Q3 0.1281 95 5 0 5 10 0

Cat Q2 Pit Q2 0.1154 95 5 0 5 10 0

Cat F5 Pit F5 0.0287 95 5 0 5 10 0

Cat F4 Pit F4 0.0409 95 5 0 5 10 0

Cat F3 Pit F3 0.0417 95 5 0 5 10 0

Cat F2 Pit F2 0.043 95 5 0 5 10 0

Cat F1 Pit F1 0.0431 95 5 0 5 10 0

Cat C5 Pit C5 0.0064 0 100 0 5 10 0

Cat R1 Pit R1 0.0255 95 5 0 5 10 0

Cat C6 Pit C6 0.0598 95 5 0 5 10 0

Cat C8 Pit C8 0.0417 90 10 0 5 10 0

Cat C12 Pit C12 0.0422 100 0 0 5 10 0

Cat B9 Node B9 0.1925 100 0 0 5 10 0

Cat B7 Pit B7 0.0147 100 0 0 5 10 0

Cat S1 Node S1 0.1753 100 0 0 5 10 0

Cat Bypass 1N Bypass 1 0.0081 100 0 0 5 10 0

Cat Bypass 2N Bypass 2 0.0043 100 0 0 5 10 0

PIPE DETAILS

Name From To Length U/S IL D/S IL Slope Type Dia I.D. Rough Pipe Is No. Pipes Chg From At Chg Chg Rl Chg RL etc

(m) (m) (m) (%) (mm) (mm) (m) (m) (m) (m) (m)

Pipe P2-P1 Pit P2 Pit P1 15.1 26.56 26.21 2.32 Concrete, not under roads, 1% minimum slope225 225 0.3 New 1 Pit P2 0

Pipe P1-P3 Pit P1 Pit A3 (HUMES) 11.1 26.19 26.08 0.99 Concrete, under roads, 1% minimum slope225 225 0.3 New 1 Pit P1 0

Pipe A3-A2 Pit A3 (HUMES)Pit A2 (SPEL) 2 26.48 26.46 1 Concrete, under roads, 1% minimum slope525 525 0.3 New 1 Pit A3 (HUMES) 0

Pipe A2-A1 Pit A2 (SPEL)Pit A1 2 25.58 25.56 1 Concrete, under roads, 1% minimum slope525 525 0.3 New 1 Pit A2 (SPEL) 0

Pipe A1-G7/01Pit A1 G07/01 5.3 25.47 25.42 0.94 Concrete, not under roads, 1% minimum slope675 675 0.3 New 1 Pit A1 0

Pipe T1-B1 Pit T1 Pit B1 4 26.22 26.18 1 Concrete, not under roads, 1% minimum slope225 225 0.3 New 1 Pit T1 0

Pipe B1-G06/01Pit B1 G06/01 6.7 25.13 25.06 1.04 Concrete, under roads, 1% minimum slope450 450 0.3 New 1 Pit B1 0

Pipe K2-K1 Pit K2 Pit K1 8.7 27.2 27.11 1.03 Concrete, under roads, 1% minimum slope225 225 0.3 New 1 Pit K2 0

Pipe K1-A5 Pit K1 Pit A5 10.3 27.09 26.98 1.07 Concrete, under roads, 1% minimum slope300 300 0.3 New 1 Pit K1 0

Pipe A5-A4 Pit A5 Pit A4 16.1 26.87 26.71 0.99 Concrete, under roads, 1% minimum slope450 450 0.3 New 1 Pit A5 0

Pipe A4-A3 Pit A4 Pit A3 (HUMES) 17.3 26.69 26.51 1.04 Concrete, under roads, 1% minimum slope450 450 0.3 New 1 Pit A4 0

Pipe M1-K1Pit M1 Pit K1 5.2 27.3 27.25 0.96 Concrete, under roads, 1% minimum slope225 225 0.3 New 1 Pit M1 0

Pipe J2-J1 Node J2 Pit J1 4.6 27.97 27.92 1.09 Concrete, not under roads, 1% minimum slope225 225 0.3 New 1 Node J2 0

Pipe J1-A6 Pit J1 Pit A6 16.9 27.9 27.73 1.01 Concrete, under roads, 1% minimum slope225 225 0.3 New 1 Pit J1 0

Pipe A6-A5 Pit A6 Pit A5 21.4 27.11 26.89 1.03 Concrete, under roads, 1% minimum slope375 375 0.3 New 1 Pit A6 0

Pipe D5-D4 Pit D5 Pit D4 21.5 28.01 27.8 0.98 Concrete, not under roads, 1% minimum slope225 225 0.3 New 1 Pit D5 0

Pipe D4-D3 Pit D4 Pit D3 21.2 27.81 27.6 0.99 Concrete, not under roads, 1% minimum slope300 300 0.3 New 1 Pit D4 0

Pipe D3-D2 Pit D3 Pit D2 28 27.58 27.3 1 Concrete, not under roads, 1% minimum slope375 375 0.3 New 1 Pit D3 0

Pipe D2-D1 Pit D2 Pit D1 19.4 27.3 27.11 0.98 Concrete, under roads, 1% minimum slope375 375 0.3 New 1 Pit D2 0

Pipe D1-A5 Pit D1 Pit A5 20.7 27.09 26.89 0.97 Concrete, under roads, 1% minimum slope375 375 0.3 New 1 Pit D1 0

Pipe G2-G1 Pit G2 Pit G1 17.8 28.58 28.4 1.01 Concrete, under roads, 1% minimum slope225 225 0.3 New 1 Pit G2 0

Pipe G1-A7 Pit G1 Pit A7 5.5 28.38 28.32 1.09 Concrete, not under roads, 1% minimum slope225 225 0.3 New 1 Pit G1 0

Pipe A7-A6 Pit A7 Pit A6 55 27.68 27.13 1 Concrete, under roads, 1% minimum slope300 300 0.3 New 1 Pit A7 0

Pipe H1-A8 Pit H1 Pit A8 12.5 28.5 28.37 1.04 Concrete, not under roads, 1% minimum slope225 225 0.3 New 1 Pit H1 0

Pipe A8-A7 Pit A8 Pit A7 16.8 27.87 27.7 1.01 Concrete, not under roads, 1% minimum slope300 300 0.3 New 1 Pit A8 0

Pipe A10-A9Pit A10 Pit A9 10 28.3 28.2 1 Concrete, not under roads, 1% minimum slope300 300 0.3 New 1 Pit A10 0

Pipe A9-A8 Pit A9 Pit A8 28.4 28.18 27.89 1.02 Concrete, not under roads, 1% minimum slope300 300 0.3 New 1 Pit A9 0

Pipe L1-B5 Node L1 Pit B5 5.7 26.56 26.5 1.05 Concrete, under roads, 1% minimum slope225 225 0.3 New 1 Node L1 0

Pipe B5-B4 Pit B5 Pit B4 (HUMES) 2 26.29 26.27 1 Concrete, under roads, 1% minimum slope450 450 0.3 NewFixed 1 Pit B5 0

Pipe B4-B3 Pit B4 (HUMES)Pit B3 (SPEL) 2 26.24 26.22 1 Concrete, under roads, 1% minimum slope450 450 0.3 New 1 Pit B4 (HUMES) 0

Pipe B3-B2 Pit B3 (SPEL)Pit B2 2 25.34 25.32 1 Concrete, under roads, 1% minimum slope450 450 0.3 New 1 Pit B3 (SPEL) 0

Pipe B2-B1 Pit B2 Pit B1 15 25.3 25.15 1 Concrete, under roads, 1% minimum slope450 450 0.3 New 1 Pit B2 0

Pipe E3-E2 Pit E3 Pit E2 4.1 25.18 25.14 0.98 Concrete, under roads, 1% minimum slope300 300 0.3 New 1 Pit E3 0

Pipe E2-E1 Pit E2 Pit E1 4.1 25.12 25.08 0.98 Concrete, under roads, 1% minimum slope300 300 0.3 New 1 Pit E2 0

Pipe E1-C1 Pit E1 Pit204517 2.6 25.06 25.03 1.15 Concrete, under roads, 1% minimum slope375 375 0.3 NewFixed 1 Pit E1 0

Pipe C4-C3 Pit204517 Pit C3 (HUMES) 9.1 25.01 24.92 0.99 Concrete, under roads, 1% minimum slope600 600 0.3 NewFixed 1 Pit204517 0

Pipe C3-C2 Pit C3 (HUMES)Pit C2 (SPEL) 2.1 24.89 24.88 0.48 Concrete, under roads, 1% minimum slope600 600 0.3 New 1 Pit C3 (HUMES) 0

Pipe C2-C1 Pit C2 (SPEL)Pit C1 2.1 24.38 24.37 0.48 Concrete, under roads, 1% minimum slope675 675 0.3 New 1 Pit C2 (SPEL) 0

Pipe C1-G05/01Pit C1 G05/01 6.6 24.35 24.29 0.91 Concrete, under roads, 1% minimum slope675 675 0.3 New 1 Pit C1 0

Pipe Q4-Q3Pit Q4 Pit Q3 16.6 25.5 25.33 1.02 Concrete, under roads, 1% minimum slope225 225 0.3 New 1 Pit Q4 0

Pipe Q3-Q2Pit Q3 Pit Q2 16.4 25.31 25.15 0.98 Concrete, under roads, 1% minimum slope300 300 0.3 NewFixed 1 Pit Q3 0

Pipe Q2-Q1Pit Q2 Pit Q1 12.2 25.13 25.01 0.98 Concrete, under roads, 1% minimum slope375 375 0.3 NewFixed 1 Pit Q2 0

Pipe Q1-C3 Pit Q1 Pit C3 (HUMES) 6.7 24.99 24.92 1.04 Concrete, under roads, 1% minimum slope375 375 0.3 New 1 Pit Q1 0

Pipe F5-F4 Pit F5 Pit F4 13.8 26.4 26.26 1.01 Concrete, under roads, 1% minimum slope225 225 0.3 New 1 Pit F5 0




Pipe F1-C5 Pit F1 Pit C5 13.7 25.71 25.58 0.95 Concrete, under roads, 1% minimum slope300 300 0.3 New 1 Pit F1 0

Pipe C5-C4 Pit C5 Pit204517 17.6 25.56 25.03 3.01 Concrete, under roads, 1% minimum slope375 375 0.3 NewFixed 1 Pit C5 0

Pipe R1-C7 Pit R1 Pit C7 3.7 26.24 26.2 1.08 Concrete, not under roads, 1% minimum slope225 225 0.3 New 1 Pit R1 0

Pipe C7-C6 Pit C7 Pit C6 13.6 25.83 25.69 1.03 Concrete, under roads, 1% minimum slope375 375 0.3 New 1 Pit C7 0

Pipe C6-C5 Pit C6 Pit C5 9.2 25.67 25.58 0.98 Concrete, under roads, 1% minimum slope375 375 0.3 New 1 Pit C6 0

Pipe N1-C9 Pit N1 Pit C9 21.4 26.92 26.7 1.03 Concrete, not under roads, 1% minimum slope225 225 0.3 New 1 Pit N1 0

Pipe C9-C8 Pit C9 Pit C8 32.5 26.78 26.17 1.88 Concrete, not under roads, 1% minimum slope300 300 0.3 New 1 Pit C9 0

Pipe C8-C7 Pit C8 Pit C7 9.4 25.94 25.85 0.96 Concrete, not under roads, 1% minimum slope375 375 0.3 New 1 Pit C8 0

Pipe C12-C11Pit C12 Pit C11 21.5 27.47 27.25 1.02 Concrete, not under roads, 1% minimum slope225 225 0.3 New 1 Pit C12 0



Pipe B9-B8 Node B9 Pit B8 7.8 28.57 28.49 1.03 Concrete, not under roads, 1% minimum slope300 300 0.3 New 1 Node B9 0

Pipe B8-B7 Pit B8 Pit B7 15 28.47 28.09 2.53 Concrete, not under roads, 1% minimum slope300 300 0.3 New 1 Pit B8 0

Pipe B7-B6 Pit B7 Pit B6 15.3 28.07 27.5 3.73 Concrete, not under roads, 1% minimum slope300 300 0.3 New 1 Pit B7 0

Pipe B6-B5 Pit B6 Pit B5 64.7 27.18 26.38 1.24 Concrete, under roads, 1% minimum slope375 375 0.3 New 1 Pit B6 0

Pipe S1-C10Node S1 Pit C10 0.9 27 26.94 6.67 Concrete, under roads, 1% minimum slope225 225 0.3 New 1 Node S1 0

Pipe U1-C8 Pit U1 Pit C8 1 26.31 26.3 1 Concrete, not under roads, 1% minimum slope100 100 0.3 New 1 Pit U1 0

DETAILS of SERVICES CROSSING PIPES

Pipe Chg Bottom Height of ServiceChg Bottom Height of ServiceChg Bottom Height of Serviceetc

(m) Elev (m) (m) (m) Elev (m) (m) (m) Elev (m) (m) etc

CHANNEL DETAILS

Name From To Type Length U/S IL D/S IL Slope Base WidthL.B. Slope R.B. Slope Manning Depth Roofed

(m) (m) (m) (%) (m) (1:?) (1:?) n (m)

OVERFLOW ROUTE DETAILS

Name From To Travel Spill Crest Weir Cross Safe Depth SafeDepth Safe Bed D/S Area id

Time Level Length Coeff. C Section Major StormsMinor StormsDxV Slope Contributing

(min) (m) (m) (m) (m) (sq.m/sec) (%) %

OF P2 Pit P2 G06/01 0.2 7.5 m roadway with 3% crossfall and barrier kerb0.3 0.15 0.36 2.28 0 11294485 25

OF P1 Pit P1 Pit P2 0.1 4 m wide pathway 0.3 0.15 0.4 3.4 0 11294487 15

OF T1 Pit T1 G06/01 0.1 7.5 m roadway with 3% crossfall and barrier kerb0.3 0.15 0.36 4 0 11294483 10

OF K2 Pit K2 G07/01 0.3 7.5 m roadway with 3% crossfall and barrier kerb0.3 0.15 0.36 0.92 0 11294529 25

OF K1 Pit K1 G07/01 0.4 7.5 m roadway with 3% crossfall and barrier kerb0.3 0.15 0.36 0.95 0 20973108 40

OF A4 Pit A4 Pit K2 0.1 4 m wide pathway 0.3 0.15 0.4 0.67 0 11294496 15

OF A6 Pit A6 Pit K1 0.3 7.5 m roadway with 3% crossfall and barrier kerb0.3 0.15 0.36 1.49 0 11294502 35

OF D5 Pit D5 Node Low D5 0.1 4 m wide pathway 0.3 0.15 0.4 1 0 21663195 2

OF D4 Pit D4 Pit D3 0.5 Overflow across road low point - parabola x = 15, y = 0.30.05 0 0.6 1 0 11294507 22

OF D3 Pit D3 Node Low D3 0.3 Overflow across road low point - parabola x = 15, y = 0.30.05 0 0.6 0.5 0 11294508 10

OF D2 Pit D2 N G04/06 0.1 4 m wide pathway 0.3 0.15 0.4 2.2 0 11294515 10

OF G2 Pit G2 Pit A6 0.4 7.5 m roadway with 3% crossfall and barrier kerb0.3 0.15 0.36 1.82 0 11294517 50

OF G1 Pit G1 Pit A6 0.6 7.5 m roadway with 3% crossfall and barrier kerb0.3 0.15 0.36 1.05 0 11294519 60

OF A7 Pit A7 Pit A6 0.5 7.5 m roadway with 3% crossfall and barrier kerb0.3 0.15 0.36 1.25 0 11294523 55

OF A8 Pit A8 Pit A9 0.3 4 m wide pathway 0.3 0.15 0.4 0.61 0 11294525 28

OF A10 Pit A10 F01/15 0.5 7.5 m roadway with 3% crossfall and barrier kerb0.3 0.15 0.36 1.88 0 11294546 60

OF A9 Pit A9 Pit A10 0.1 4 m wide pathway 0.3 0.15 0.4 2 0 11294526 10

OF E3 Pit E3 G05/01 0.1 7.5 m roadway with 3% crossfall and barrier kerb0.3 0.15 0.36 5.5 0 11294442 6

OF E1 Pit E1 G05/01 0.2 7.5 m roadway with 3% crossfall and barrier kerb0.3 0.15 0.36 1.7 0 11294440 20

OF Q4 Pit Q4 Pit Q3 0.2 7.5 m roadway with 3% crossfall and barrier kerb0.3 0.15 0.36 1.06 0 11294450 17

OF Q3 Pit Q3 Pit Q2 0.2 7.5 m roadway with 3% crossfall and barrier kerb0.3 0.15 0.36 1.25 0 11294446 16

OF Q1 Pit Q2 Pit E3 0.5 7.5 m roadway with 3% crossfall and barrier kerb0.3 0.15 0.36 0.52 0 67851881 40

OF F5 Pit F5 Pit Q3 0.3 4 m wide pathway 0.3 0.15 0.4 1.69 0 11294453 45

OF F4 Pit F4 Pit Q2 0.3 4 m wide pathway 0.3 0.15 0.4 1.82 0 11294454 45

OF F3 Pit F3 Pit E3 0.3 4 m wide pathway 0.3 0.15 0.4 1.78 0 11294459 50



OF C5 Pit C5 Pit E2 0.8 Swale with 1:6 sideslopes0.15 0.1 1 1.17 0 11294438 30

OF R1 Pit R1 G01/08 0.1 4 m wide pathway 0.3 0.15 0.4 9.5 0 11292915 4

OF C6-E1 Pit C6 Pit E1 0.3 7.5 m roadway with 3% crossfall and barrier kerb0.3 0.15 0.36 1.62 0 11294436 32

OF N1 Pit N1 Pit C8 0.2 7.5 m roadway with 3% crossfall and barrier kerb0.3 0.15 0.36 2.5 0 11294425 22

OF C9 Pit C9 Pit R1 0.3 4 m wide pathway 0.3 0.15 0.4 1.9 0 11294424 40

OF C8 Pit C8 Pit R1 0.2 7.5 m roadway with 3% crossfall and barrier kerb0.3 0.15 0.36 0.33 0 11292908 15

OF C12 Pit C12 Pit F3 0.5 4 m wide pathway 0.3 0.15 0.4 1.55 0 11294401 73



OF B8 Pit B8 Pit B7 0.1 4 m wide pathway 0.3 0.15 0.4 3.4 0 11294549 15

OF B7 Pit B7 Pit B6 0.1 4 m wide pathway 0.3 0.15 0.4 3.8 0 11294551 15

OF B6 Pit B6 Pit F4 0.5 4 m wide pathway 0.3 0.15 0.4 1.56 0 11294426 71

PIPE COVER DETAILS

Name Type Dia (mm) Safe Cover (m)Cover (m)

Pipe P2-P1 Concrete, not under roads, 1% minimum slope225 0.45 0.58

Pipe P1-P3 Concrete, under roads, 1% minimum slope225 0.6 1.39

Pipe A3-A2 Concrete, under roads, 1% minimum slope525 0.6 0.69


Pipe A1-G7/01Concrete, not under roads, 1% minimum slope675 0.45 1.41

Pipe T1-B1 Concrete, not under roads, 1% minimum slope225 0.45 0.51

Pipe B1-G06/01Concrete, under roads, 1% minimum slope450 0.6 1.21

Pipe K2-K1 Concrete, under roads, 1% minimum slope225 0.6 0.5 Unsafe

Pipe K1-A5 Concrete, under roads, 1% minimum slope300 0.6 0.59 Unsafe



Pipe M1-K1Concrete, under roads, 1% minimum slope225 0.6 0.5 Unsafe

Pipe J2-J1 Concrete, not under roads, 1% minimum slope225 0.45 0.63

Pipe J1-A6 Concrete, under roads, 1% minimum slope225 0.6 0.54 Unsafe


Pipe D5-D4 Concrete, not under roads, 1% minimum slope225 0.45 0.32 Unsafe

Pipe D4-D3 Concrete, not under roads, 1% minimum slope300 0.45 0.56

Pipe D3-D2 Concrete, not under roads, 1% minimum slope375 0.45 0.56

Pipe D2-D1 Concrete, under roads, 1% minimum slope375 0.6 0.91

Pipe D1-A5 Concrete, under roads, 1% minimum slope375 0.6 1.16

Pipe G2-G1 Concrete, under roads, 1% minimum slope225 0.6 0.5 Unsafe

Pipe G1-A7 Concrete, not under roads, 1% minimum slope225 0.45 0.52


Pipe H1-A8 Concrete, not under roads, 1% minimum slope225 0.45 0.46

Pipe A8-A7 Concrete, not under roads, 1% minimum slope300 0.45 1.05

Pipe A10-A9Concrete, not under roads, 1% minimum slope300 0.45 0.25 Unsafe

Pipe A9-A8 Concrete, not under roads, 1% minimum slope300 0.45 0.57

Pipe L1-B5 Concrete, under roads, 1% minimum slope225 0.6 0.59 Unsafe

Pipe B5-B4 Concrete, under roads, 1% minimum slope450 0.6 0.54 Unsafe


Pipe B3-B2 Concrete, under roads, 1% minimum slope450 0.6 1.39

Pipe B2-B1 Concrete, under roads, 1% minimum slope450 0.6 1.31

Pipe E3-E2 Concrete, under roads, 1% minimum slope300 0.6 0.52 Unsafe

Pipe E2-E1 Concrete, under roads, 1% minimum slope300 0.6 0.61

Pipe E1-C1 Concrete, under roads, 1% minimum slope375 0.6 0.55 Unsafe

Pipe C4-C3 Concrete, under roads, 1% minimum slope600 0.6 0.49 Unsafe

Pipe C3-C2 Concrete, under roads, 1% minimum slope600 0.6 0.78

Pipe C2-C1 Concrete, under roads, 1% minimum slope675 0.6 0.95

Pipe C1-G05/01Concrete, under roads, 1% minimum slope675 0.6 0.66

Pipe Q4-Q3Concrete, under roads, 1% minimum slope225 0.6 0.85



Pipe Q1-C3 Concrete, under roads, 1% minimum slope375 0.6 0.95

Pipe F5-F4 Concrete, under roads, 1% minimum slope225 0.6 0.54 Unsafe




Pipe F1-C5 Concrete, under roads, 1% minimum slope300 0.6 0.5 Unsafe


Pipe R1-C7 Concrete, not under roads, 1% minimum slope225 0.45 0.34 Unsafe



Pipe N1-C9 Concrete, not under roads, 1% minimum slope225 0.45 0.3 Unsafe

Pipe C9-C8 Concrete, not under roads, 1% minimum slope300 0.45 0.43 Unsafe

Pipe C8-C7 Concrete, not under roads, 1% minimum slope375 0.45 0.54

Pipe C12-C11Concrete, not under roads, 1% minimum slope225 0.45 0.3 Unsafe

Pipe C11-C10Concrete, not under roads, 1% minimum slope225 0.45 0.62

Pipe C10-C9Concrete, not under roads, 1% minimum slope300 0.45 0.57

Pipe B9-B8 Concrete, not under roads, 1% minimum slope300 0.45 0.3 Unsafe




Pipe S1-C10Concrete, under roads, 1% minimum slope225 0.6 0.39 Unsafe

Pipe U1-C8 Concrete, not under roads, 1% minimum slope100 0.45 0.51

This model has no pipes with non-return valves



B. 6-month ARI DRAINS Results

DRAINS results prepared from Version 2017.11


Name Max HGL Max Pond Max SurfaceMax Pond Min Overflow Constraint

HGL Flow ArrivingVolume Freeboard (cu.m/s)

(cu.m/s) (cu.m) (m)

Pit P2 26.73 0.008 0.67 0 None

Pit P1 26.71 0.006 1.13 0 None

Pit A3 (HUMES) 26.69 0 1.16 None

Pit A2 (SPEL) 25.85 0 1.87 None

Pit A1 25.67 0 1.94 None

G07/01 25.56 0

Pit T1 26.27 0.003 0.83 0 None

Pit B1 25.33 0 1.62 None

G06/01 25.22 0

Pit K2 27.27 0.004 0.69 0 None

Pit K1 27.19 28.05 0.01 0.2 0.82 0 Inlet Capacity

Pit A5 27.08 0 1.38 None

Pit A4 26.89 0.006 1.17 0 None

Pit M1 27.35 0.003 0.86 None

Node J2 28.05 0.015

Pit J1 28.01 0 0.96 None

Pit A6 27.3 0.018 1.23 0 None

Pit D5 28.07 28.6 0.004 0 0.52 0 Inlet Capacity

Pit D4 27.86 0 0.84 0 None

Pit D3 27.66 28.56 0.01 0.1 0.89 0 Inlet Capacity

Pit D2 27.38 0.001 1.24 0 None

Pit D1 27.19 0 1.61 None

Pit G2 28.63 0.003 0.81 0 None

Pit G1 28.44 0.001 0.72 0 None

Pit A7 27.79 0 1.43 0 None

Pit H1 28.55 0.003 0.67 None

Pit A8 27.96 0 1.29 0 None

Pit A10 28.37 0.004 0.51 0 None

Pit A9 28.26 0.006 0.82 0 None

Node L1 26.76 0.059

Pit B5 26.54 0 0.81 None

Pit B4 (HUMES) 26.44 0 0.86 None

Pit B3 (SPEL) 25.64 0 1.6 None

Pit B2 25.51 0 1.69 None

Pit E3 25.34 26.07 0.019 0.1 0.69 0 Inlet Capacity

Pit E2 25.29 26.1 0 0 0.81 None


Pit204517 25.26 0 0.89 None

Pit C3 (HUMES) 25.16 0 1.21 None

Pit C2 (SPEL) 24.67 0 1.63 None

Pit C1 24.63 0 1.42 None

G05/01 24.48 0

Pit Q4 25.62 0.017 1 0 None

Pit Q3 25.45 0.019 0.99 0 None

Pit Q2 25.32 0.017 0.92 0 None

Pit Q1 25.21 0 1.14 None

Pit F5 26.46 0.004 0.74 0 None

Pit F4 26.32 0.006 0.74 0 None

Pit F3 26.15 0.006 0.75 0 None

Pit F2 25.98 0.006 0.73 0 None

Pit F1 25.84 0.006 0.7 0 None

Pit C5 25.79 0 0.66 0 None

Pit R1 26.3 0.004 0.58 0 None

Pit C7 26 0 0.8 None

Pit C6 25.86 0.009 0.68 0 None

Pit N1 26.94 0 0.54 0 None

Pit C9 26.94 0 0.7 0 None

Pit C8 26.09 0.006 0.84 0 None

Pit C12 27.54 0.007 0.49 0 None

Pit C11 27.18 0 0.82 0 None

Pit C10 27.06 0 0.76 0 None

Node B9 28.67 0.03

Pit B8 28.61 0 0.64 0 None

Pit B7 28.19 0.002 0.55 0 None

Pit B6 27.32 0 0.85 0 None

Node S1 27.08 0.027

Pit U1 26.31 0 0.75 None


Name Max Paved Grassed Paved Grassed Supp. Due to Storm

Flow Q Max Q Max Q Tc Tc Tc

(cu.m/s) (cu.m/s) (cu.m/s) (min) (min) (min)

Cat P2 0.008 0.008 0 5 10 0 AR&R 6 year, 25 minutes storm, average 28.8 mm/h, Zone 1

Cat P1 0.006 0.006 0 5 10 0 AR&R 6 year, 25 minutes storm, average 28.8 mm/h, Zone 1

Cat T1 0.003 0.003 0 5 10 0 AR&R 6 year, 25 minutes storm, average 28.8 mm/h, Zone 1

Cat K2 0.004 0.004 0 5 10 0 AR&R 6 year, 25 minutes storm, average 28.8 mm/h, Zone 1

Cat K1 0.01 0.01 0 5 10 0 AR&R 6 year, 25 minutes storm, average 28.8 mm/h, Zone 1

Cat A4 0.006 0.006 0 5 10 0 AR&R 6 year, 25 minutes storm, average 28.8 mm/h, Zone 1

Cat M1 0.003 0.003 0 5 10 0 AR&R 6 year, 25 minutes storm, average 28.8 mm/h, Zone 1

Cat J2 0.015 0.015 0 5 10 0 AR&R 6 year, 25 minutes storm, average 28.8 mm/h, Zone 1


Cat D5 0.004 0.004 0 5 10 0 AR&R 6 year, 25 minutes storm, average 28.8 mm/h, Zone 1



Cat G2 0.003 0.003 0 5 10 0 AR&R 6 year, 25 minutes storm, average 28.8 mm/h, Zone 1

Cat G1 0.001 0.001 0 5 10 0 AR&R 6 year, 25 minutes storm, average 28.8 mm/h, Zone 1

Cat H1 0.003 0.003 0 5 10 0 AR&R 6 year, 25 minutes storm, average 28.8 mm/h, Zone 1

Cat A8 0 0 0 5 10 0 AR&R 6 year, 25 minutes storm, average 28.8 mm/h, Zone 1



Cat L1 0.059 0.059 0 5 10 0 AR&R 6 year, 25 minutes storm, average 28.8 mm/h, Zone 1

Cat E3 0.019 0.019 0 5 10 0 AR&R 6 year, 25 minutes storm, average 28.8 mm/h, Zone 1

Cat E2 0 0 0 5 10 0 AR&R 6 year, 5 minutes storm, average 57.75 mm/h, Zone 1

Cat E1 0.021 0.021 0 5 10 0 AR&R 6 year, 25 minutes storm, average 28.8 mm/h, Zone 1

Cat Q4 0.017 0.017 0 5 10 0 AR&R 6 year, 25 minutes storm, average 28.8 mm/h, Zone 1



Cat F5 0.004 0.004 0 5 10 0 AR&R 6 year, 25 minutes storm, average 28.8 mm/h, Zone 1





Cat C5 0 0 0 5 10 0 AR&R 6 year, 5 minutes storm, average 57.75 mm/h, Zone 1

Cat R1 0.004 0.004 0 5 10 0 AR&R 6 year, 25 minutes storm, average 28.8 mm/h, Zone 1

Cat C6 0.009 0.009 0 5 10 0 AR&R 6 year, 25 minutes storm, average 28.8 mm/h, Zone 1



Cat B9 0.03 0.03 0 5 10 0 AR&R 6 year, 25 minutes storm, average 28.8 mm/h, Zone 1

Cat B7 0.002 0.002 0 5 10 0 AR&R 6 year, 25 minutes storm, average 28.8 mm/h, Zone 1

Cat S1 0.027 0.027 0 5 10 0 AR&R 6 year, 25 minutes storm, average 28.8 mm/h, Zone 1

Cat Bypass 1 0.001 0.001 0 5 10 0 AR&R 6 year, 25 minutes storm, average 28.8 mm/h, Zone 1

Cat Bypass 2 0.001 0.001 0 5 10 0 AR&R 6 year, 25 minutes storm, average 28.8 mm/h, Zone 1

Outflow Volumes for Total Catchment (2.39 impervious + 0.14 pervious = 2.53 total ha)

Storm Total RainfallTotal RunoffImpervious RunoffPervious Runoff

cu.m cu.m (Runoff %)cu.m (Runoff %)cu.m (Runoff %)

AR&R 6 year, 5 minutes storm, average 57.75 mm/h, Zone 1121.64 91.14 (74.9%)91.14 (79.2%)0.00 (0.0%)






AR&R 6 year, 45 minutes storm, average 21 mm/h, Zone 1398.1 352.61 (88.6%)352.61 (93.7%)0.00 (0.0%)

AR&R 6 year, 1 hour storm, average 17.85 mm/h, Zone 1451.12 402.75 (89.3%)402.75 (94.4%)0.00 (0.0%)

AR&R 6 year, 1.5 hours storm, average 13.95 mm/h, Zone 1528.86 476.27 (90.1%)476.27 (95.2%)0.00 (0.0%)

AR&R 6 year, 2 hours storm, average 11.7 mm/h, Zone 1591.43 535.46 (90.5%)535.46 (95.7%)0.00 (0.0%)


PIPE DETAILS

Name Max Q Max V Max U/S Max D/S Due to Storm

(cu.m/s) (m/s) HGL (m) HGL (m)

Pipe P2-P1 0.008 0.29 26.712 26.709 AR&R 6 year, 25 minutes storm, average 28.8 mm/h, Zone 1

Pipe P1-P3 0.014 0.35 26.7 26.695 AR&R 6 year, 25 minutes storm, average 28.8 mm/h, Zone 1

Pipe A3-A2 0.093 1.83 26.63 26.611 AR&R 6 year, 25 minutes storm, average 28.8 mm/h, Zone 1


Pipe A1-G7/01 0.094 2.02 25.597 25.561 AR&R 6 year, 25 minutes storm, average 28.8 mm/h, Zone 1

Pipe T1-B1 0.003 2.57 26.237 26.218 AR&R 6 year, 25 minutes storm, average 28.8 mm/h, Zone 1

Pipe B1-G06/010.092 1.88 25.286 25.216 AR&R 6 year, 25 minutes storm, average 28.8 mm/h, Zone 1

Pipe K2-K1 0.004 0.81 27.239 27.194 AR&R 6 year, 25 minutes storm, average 28.8 mm/h, Zone 1

Pipe K1-A5 0.017 1.92 27.146 27.078 AR&R 6 year, 20 minutes storm, average 32.25 mm/h, Zone 1



Pipe M1-K1 0.003 2.43 27.316 27.285 AR&R 6 year, 25 minutes storm, average 28.8 mm/h, Zone 1

Pipe J2-J1 0.015 1.19 28.051 28.012 AR&R 6 year, 25 minutes storm, average 28.8 mm/h, Zone 1

Pipe J1-A6 0.016 4.12 27.934 27.811 AR&R 6 year, 25 minutes storm, average 28.8 mm/h, Zone 1


Pipe D5-D4 0.004 1.24 28.041 27.858 AR&R 6 year, 15 minutes storm, average 37.05 mm/h, Zone 1




Pipe D1-A5 0.014 1.08 27.155 27.078 AR&R 6 year, 25 minutes storm, average 28.8 mm/h, Zone 1

Pipe G2-G1 0.003 2.3 28.598 28.437 AR&R 6 year, 20 minutes storm, average 32.25 mm/h, Zone 1

Pipe G1-A7 0.004 1.39 28.41 28.361 AR&R 6 year, 25 minutes storm, average 28.8 mm/h, Zone 1


Pipe H1-A8 0.003 2.05 28.518 28.405 AR&R 6 year, 25 minutes storm, average 28.8 mm/h, Zone 1




Pipe L1-B5 0.06 1.6 26.759 26.699 AR&R 6 year, 25 minutes storm, average 28.8 mm/h, Zone 1

Pipe B5-B4 0.089 1.87 26.443 26.439 AR&R 6 year, 25 minutes storm, average 28.8 mm/h, Zone 1




Pipe E3-E2 0.019 0.75 25.295 25.292 AR&R 6 year, 25 minutes storm, average 28.8 mm/h, Zone 1

Pipe E2-E1 0.019 0.46 25.287 25.285 AR&R 6 year, 25 minutes storm, average 28.8 mm/h, Zone 1

Pipe E1-C1 0.039 0.64 25.262 25.261 AR&R 6 year, 25 minutes storm, average 28.8 mm/h, Zone 1

Pipe C4-C3 0.114 1.72 25.181 25.165 AR&R 6 year, 25 minutes storm, average 28.8 mm/h, Zone 1



Pipe C1-G05/010.165 2.83 24.499 24.479 AR&R 6 year, 25 minutes storm, average 28.8 mm/h, Zone 1

Pipe Q4-Q3 0.017 3.44 25.541 25.451 AR&R 6 year, 25 minutes storm, average 28.8 mm/h, Zone 1



Pipe Q1-C3 0.051 0.97 25.171 25.165 AR&R 6 year, 25 minutes storm, average 28.8 mm/h, Zone 1

Pipe F5-F4 0.005 1.59 26.428 26.32 AR&R 6 year, 20 minutes storm, average 32.25 mm/h, Zone 1




Pipe F1-C5 0.028 1.37 25.81 25.792 AR&R 6 year, 25 minutes storm, average 28.8 mm/h, Zone 1


Pipe R1-C7 0.004 2.67 26.257 26.239 AR&R 6 year, 25 minutes storm, average 28.8 mm/h, Zone 1



Pipe N1-C9 0 0 26.941 26.94 AR&R 6 year, 25 minutes storm, average 28.8 mm/h, Zone 1










Pipe S1-C10 0.027 2.32 27.076 27.056 AR&R 6 year, 25 minutes storm, average 28.8 mm/h, Zone 1

Pipe U1-C8 0 0 26.31 26.3 AR&R 6 year, 5 minutes storm, average 57.75 mm/h, Zone 1

CHANNEL DETAILS

Name Max Q Max V Due to Storm

(cu.m/s) (m/s)


Name Max Q U/S Max Q D/S Safe Q Max D Max DxV Max Width Max V Due to Storm

OF P2 0 0 0.464 0 0 0 0

OF P1 0 0 1.434 0 0 0 0

OF T1 0 0 0.614 0 0 0 0

OF K2 0 0 0.294 0 0 0 0

OF K1 0 0 0.299 0 0 0 0

OF A4 0 0 0.743 0 0 0 0

OF A6 0 0 0.375 0 0 0 0

OF D5 0 0 0.908 0 0 0 0

OF D4 0 0 0 0 0 0 0

OF D3 0 0 0 0 0 0 0

OF D2 0 0 1.347 0 0 0 0

OF G2 0 0 0.414 0 0 0 0

OF G1 0 0 0.315 0 0 0 0

OF A7 0 0 0.343 0 0 0 0

OF A8 0 0 0.709 0 0 0 0

OF A10 0 0 0.421 0 0 0 0

OF A9 0 0 1.284 0 0 0 0

OF E3 0 0 0.548 0 0 0 0

OF E1 0 0 0.4 0 0 0 0

OF Q4 0 0 0.316 0 0 0 0

OF Q3 0 0 0.343 0 0 0 0

OF Q1 0 0 0.221 0 0 0 0

OF F5 0 0 1.181 0 0 0 0

OF F4 0 0 1.225 0 0 0 0

OF F3 0 0 1.212 0 0 0 0

OF F2 0 0 1.275 0 0 0 0

OF F1 0 0 1.31 0 0 0 0

OF C5 0 0 0.058 0 0 0 0

OF R1 0 0 1.35 0 0 0 0

OF C6-E1 0 0 0.391 0 0 0 0

OF N1 0 0 0.485 0 0 0 0

OF C9 0 0 1.252 0 0 0 0

OF C8 0 0 0.176 0 0 0 0

OF C12 0 0 1.131 0 0 0 0

OF C11 0 0 1.232 0 0 0 0

OF C10 0 0 1.265 0 0 0 0

OF B8 0 0 1.434 0 0 0 0

OF B7 0 0 1.422 0 0 0 0

OF B6 0 0 1.134 0 0 0 0


Name Max WL MaxVol Max Q Max Q Max Q

Total Low Level High Level

CONTINUITY CHECK for AR&R 6 year, 25 minutes storm, average 28.8 mm/h, Zone 1

Node Inflow Outflow Storage ChangeDifference

(cu.m) (cu.m) (cu.m) %

Pit P2 5.83 5.83 0 0.1

Pit P1 9.8 9.22 0 5.9

Pit A3 (HUMES) 71.1 71.07 0 0

Pit A2 (SPEL) 71.07 71.08 0 0

Pit A1 71.08 70.99 0 0.1

G07/01 70.99 70.99 0 0

Pit T1 2.42 2.42 0 0

Pit B1 66.88 67.13 0 -0.4

G06/01 67.13 67.13 0 0

Pit K2 2.63 2.62 0 0.3

Pit K1 11.75 11.71 0 0.3

Pit A5 57.24 57.44 0 -0.3

Pit A4 61.77 61.88 0 -0.2

Pit M1 2.1 2.1 0 0

Node J2 10.83 10.83 0 0.1

Pit J1 10.83 10.85 0 -0.2

Pit A6 35.52 35.19 0 0.9

Pit D5 2.69 2.69 0 -0.1

Pit D4 2.69 2.71 0 -0.7

Pit D3 9.47 9.48 0 -0.1

Pit D2 10.42 10.36 0 0.6

Pit D1 10.36 10.34 0 0.2

Pit G2 2.24 2.2 0 1.5

Pit G1 2.93 2.97 0 -1.4

Pit A7 12.24 12.28 0 -0.4

Pit H1 1.96 1.98 0 -1.1

Pit A8 9.24 9.27 0 -0.2

Pit A10 3.13 3.13 0 0.3

Pit A9 7.22 7.16 0 0.9

Node L1 41.89 41.92 0 -0.1

Pit B5 64.72 64.69 0 0

Pit B4 (HUMES) 64.69 64.7 0 0

Pit B3 (SPEL) 64.7 64.69 0 0

Pit B2 64.69 64.46 0 0.3

Pit E3 13.3 13.29 0 0.1

Pit E2 13.29 13.3 0 -0.1

Pit E1 28.01 27.99 0 0.1

Pit204517 85.65 85.63 0 0

Pit C3 (HUMES)122.71 122.75 0 0

Pit C2 (SPEL) 122.75 122.73 0 0

Pit C1 122.73 122.71 0 0

G05/01 122.71 122.71 0 0

Pit Q4 11.67 11.66 0 0.1

Pit Q3 25.05 25.04 0 0

Pit Q2 37.1 37.1 0 0

Pit Q1 37.1 37.08 0 0.1

Pit F5 3 3 0 0.1

Pit F4 7.27 7.28 0 -0.1

Pit F3 11.63 11.63 0 0

Pit F2 16.13 16.11 0 0.1

Pit F1 20.62 20.63 0 -0.1

Pit C5 57.62 57.66 0 -0.1

Pit R1 2.66 2.67 0 0

Pit C7 30.77 30.8 0 -0.1

Pit C6 37.05 36.99 0 0.2

Pit N1 0 0 0 0

Pit C9 23.95 23.92 0 0.1

Pit C8 28.05 28.1 0 -0.2

Pit C12 4.64 4.59 0 1.1

Pit C11 4.59 4.67 0 -1.6

Pit C10 23.95 23.95 0 0

Node B9 21.17 21.17 0 0

Pit B8 21.17 21.12 0 0.2

Pit B7 22.74 22.78 0 -0.2

Pit B6 22.78 22.8 0 -0.1

Node S1 19.28 19.28 0 0

Node Low D3 0 0 0 0

N G04/06 0 0 0 0

G01/08 0 0 0 0

F01/15 0 0 0 0

Node Low D5 0 0 0 0

Pit U1 0 0 0 0

N Bypass 1 0.89 0.89 0 0

N Bypass 2 0.47 0.47 0 0

\par }

Run Log for 388057 2017 run at 16:59:29 on 17/10/2017{\rtf1\ansi\deff0{\colortbl;\red0\green0\blue0;\red255\green0\blue0;}No water upwelling from any

pit. Freeboard was adequate at all pits.\line Flows were safe in all overflow routes.



C. 10yr ARI DRAINS Results





(cu.m/s) (cu.m) (m)

Pit P2 27.01 0.021 0.39 0.001 Inlet Capacity

Pit P1 26.94 0.014 0.9 0 None


Pit A2 (SPEL) 26.45 0 1.27 None

Pit A1 26.2 0 1.41 None

G07/01 26.16 0

Pit T1 26.31 0.009 0.79 0 None

Pit B1 26.04 0 0.91 None

G06/01 25.96 0.001

Pit K2 27.4 0.009 0.56 0 None

Pit K1 27.39 28.09 0.026 0.5 0.62 0 Inlet Capacity

Pit A5 27.35 0 1.11 None

Pit A4 27.1 0.015 0.96 0 None

Pit M1 27.41 0.007 0.8 None

Node J2 28.15 0.038

Pit J1 28.13 0 0.84 None

Pit A6 27.55 0.047 0.98 0 Inlet Capacity


Pit D4 27.89 0 0.81 0 None


Pit D2 27.46 0.003 1.16 0 None

Pit D1 27.37 0 1.43 None

Pit G2 28.65 0.008 0.79 0 None

Pit G1 28.47 0.003 0.69 0 None

Pit A7 27.88 0 1.34 0 None

Pit H1 28.58 0.009 0.64 None

Pit A8 28.05 0 1.2 0 None

Pit A10 28.42 0.014 0.46 0 None

Pit A9 28.34 0.017 0.74 0 Inlet Capacity

Node L1 27.25 0.149

Pit B5 26.87 0 0.48 None

Pit B4 (HUMES) 26.67 0 0.63 None

Pit B3 (SPEL) 26.61 0 0.63 None

Pit B2 26.24 0 0.96 None


Pit E2 25.67 26.11 0.007 0 0.43 Inlet Capacity


Pit204517 25.57 0 0.58 None


Pit C2 (SPEL) 25.39 0 0.91 None

Pit C1 25.34 0 0.71 None

G05/01 25.18 0

Pit Q4 26.22 0.043 0.4 0 Inlet Capacity

Pit Q3 25.89 0.049 0.55 0.001 Inlet Capacity

Pit Q2 25.76 0.045 0.48 0 Inlet Capacity

Pit Q1 25.6 0 0.75 None

Pit F5 26.54 0.011 0.66 0 None

Pit F4 26.5 0.016 0.56 0 None

Pit F3 26.46 0.016 0.44 0 Inlet Capacity



Pit C5 26.09 0.002 0.36 0 None

Pit R1 26.38 0.01 0.5 0 None

Pit C7 26.35 0 0.45 None

Pit C6 26.23 0.023 0.31 0 None

Pit N1 27.07 0 0.41 0 None

Pit C9 27.06 0 0.58 0 None

Pit C8 26.43 0.016 0.5 0 Inlet Capacity

Pit C12 27.59 0.016 0.44 0 Inlet Capacity

Pit C11 27.23 0 0.77 0 None

Pit C10 27.19 0 0.63 0 None

Node B9 28.76 0.075

Pit B8 28.71 0 0.54 0 None

Pit B7 28.26 0.006 0.48 0 None

Pit B6 27.42 0 0.75 0 None

Node S1 27.21 0.068

Pit U1 26.43 0 0.63 None





Cat P2 0.021 0.021 0.001 5 10 0 AR&R 10 year, 25 minutes storm, average 72 mm/h, Zone 1

Cat P1 0.014 0.014 0 5 10 0 AR&R 10 year, 25 minutes storm, average 72 mm/h, Zone 1

Cat T1 0.009 0.009 0 5 10 0 AR&R 10 year, 25 minutes storm, average 72 mm/h, Zone 1

Cat K2 0.009 0.009 0 5 10 0 AR&R 10 year, 25 minutes storm, average 72 mm/h, Zone 1

Cat K1 0.026 0.025 0.001 5 10 0 AR&R 10 year, 25 minutes storm, average 72 mm/h, Zone 1

Cat A4 0.015 0.015 0 5 10 0 AR&R 10 year, 25 minutes storm, average 72 mm/h, Zone 1

Cat M1 0.007 0.007 0 5 10 0 AR&R 10 year, 25 minutes storm, average 72 mm/h, Zone 1

Cat J2 0.038 0.038 0 5 10 0 AR&R 10 year, 25 minutes storm, average 72 mm/h, Zone 1

Cat A6 0.047 0.044 0.003 5 10 0 AR&R 10 year, 25 minutes storm, average 72 mm/h, Zone 1

Cat D5 0.01 0.01 0 5 10 0 AR&R 10 year, 25 minutes storm, average 72 mm/h, Zone 1

Cat D3 0.025 0.024 0.001 5 10 0 AR&R 10 year, 25 minutes storm, average 72 mm/h, Zone 1


Cat G2 0.008 0.008 0 5 10 0 AR&R 10 year, 25 minutes storm, average 72 mm/h, Zone 1


Cat H1 0.009 0.007 0.002 5 10 0 AR&R 10 year, 25 minutes storm, average 72 mm/h, Zone 1

Cat A8 0 0 0 5 10 0 AR&R 10 year, 25 minutes storm, average 72 mm/h, Zone 1



Cat L1 0.149 0.149 0 5 10 0 AR&R 10 year, 25 minutes storm, average 72 mm/h, Zone 1

Cat E3 0.049 0.047 0.001 5 10 0 AR&R 10 year, 25 minutes storm, average 72 mm/h, Zone 1

Cat E2 0.007 0 0.007 5 10 0 AR&R 10 year, 2 hours storm, average 29 mm/h, Zone 1


Cat Q4 0.043 0.041 0.001 5 10 0 AR&R 10 year, 25 minutes storm, average 72 mm/h, Zone 1



Cat F5 0.011 0.011 0 5 10 0 AR&R 10 year, 25 minutes storm, average 72 mm/h, Zone 1





Cat C5 0.002 0 0.002 5 10 0 AR&R 10 year, 2 hours storm, average 29 mm/h, Zone 1

Cat R1 0.01 0.009 0 5 10 0 AR&R 10 year, 25 minutes storm, average 72 mm/h, Zone 1

Cat C6 0.023 0.022 0.001 5 10 0 AR&R 10 year, 25 minutes storm, average 72 mm/h, Zone 1


Cat C12 0.016 0.016 0 5 10 0 AR&R 10 year, 25 minutes storm, average 72 mm/h, Zone 1

Cat B9 0.075 0.075 0 5 10 0 AR&R 10 year, 25 minutes storm, average 72 mm/h, Zone 1


Cat S1 0.068 0.068 0 5 10 0 AR&R 10 year, 25 minutes storm, average 72 mm/h, Zone 1

Cat Bypass 1 0.003 0.003 0 5 10 0 AR&R 10 year, 25 minutes storm, average 72 mm/h, Zone 1












AR&R 10 year, 1 hour storm, average 44.1 mm/h, Zone 11114.61 1059.55 (95.1%)1030.26 (97.7%)29.29 (48.5%)

AR&R 10 year, 1.5 hours storm, average 34.6 mm/h, Zone 11311.81 1250.91 (95.4%)1216.77 (98.1%)34.14 (48.0%)

AR&R 10 year, 2 hours storm, average 29 mm/h, Zone 11465.95 1400.42 (95.5%)1362.55 (98.3%)37.87 (47.6%)


PIPE DETAILS



Pipe P2-P1 0.02 0.5 26.958 26.938 AR&R 10 year, 25 minutes storm, average 72 mm/h, Zone 1


Pipe A3-A2 0.241 2.37 26.73 26.71 AR&R 10 year, 25 minutes storm, average 72 mm/h, Zone 1


Pipe A1-G7/01 0.241 0.67 26.168 26.16 AR&R 10 year, 25 minutes storm, average 72 mm/h, Zone 1

Pipe T1-B1 0.009 2.2 26.255 26.239 AR&R 10 year, 25 minutes storm, average 72 mm/h, Zone 1

Pipe B1-G06/01 0.223 1.4 25.99 25.962 AR&R 10 year, 25 minutes storm, average 72 mm/h, Zone 1

Pipe K2-K1 0.009 0.25 27.391 27.391 AR&R 10 year, 25 minutes storm, average 72 mm/h, Zone 1

Pipe K1-A5 0.041 0.6 27.361 27.352 AR&R 10 year, 25 minutes storm, average 72 mm/h, Zone 1



Pipe M1-K1 0.007 0.49 27.39 27.391 AR&R 10 year, 20 minutes storm, average 81 mm/h, Zone 1

Pipe J2-J1 0.038 1.14 28.147 28.127 AR&R 10 year, 25 minutes storm, average 72 mm/h, Zone 1

Pipe J1-A6 0.037 5.29 27.952 27.863 AR&R 10 year, 20 minutes storm, average 81 mm/h, Zone 1


Pipe D5-D4 0.011 2.26 28.05 27.889 AR&R 10 year, 25 minutes storm, average 72 mm/h, Zone 1




Pipe D1-A5 0.039 0.46 27.358 27.352 AR&R 10 year, 25 minutes storm, average 72 mm/h, Zone 1

Pipe G2-G1 0.008 4.92 28.599 28.472 AR&R 10 year, 25 minutes storm, average 72 mm/h, Zone 1

Pipe G1-A7 0.011 1.62 28.43 28.386 AR&R 10 year, 15 minutes storm, average 93 mm/h, Zone 1


Pipe H1-A8 0.009 3.42 28.526 28.429 AR&R 10 year, 25 minutes storm, average 72 mm/h, Zone 1

Pipe A8-A7 0.041 2 27.97 27.878 AR&R 10 year, 25 minutes storm, average 72 mm/h, Zone 1



Pipe L1-B5 0.148 3.73 27.248 26.865 AR&R 10 year, 25 minutes storm, average 72 mm/h, Zone 1

Pipe B5-B4 0.216 1.44 26.74 26.67 AR&R 10 year, 25 minutes storm, average 72 mm/h, Zone 1




Pipe E3-E2 0.048 0.69 25.675 25.669 AR&R 10 year, 25 minutes storm, average 72 mm/h, Zone 1


Pipe E1-C1 0.108 0.98 25.573 25.568 AR&R 10 year, 25 minutes storm, average 72 mm/h, Zone 1

Pipe C4-C3 0.307 1.43 25.436 25.458 AR&R 10 year, 25 minutes storm, average 72 mm/h, Zone 1



Pipe C1-G05/01 0.44 1.23 25.191 25.178 AR&R 10 year, 25 minutes storm, average 72 mm/h, Zone 1

Pipe Q4-Q3 0.042 1.07 25.987 25.893 AR&R 10 year, 25 minutes storm, average 72 mm/h, Zone 1



Pipe Q1-C3 0.134 1.22 25.482 25.458 AR&R 10 year, 25 minutes storm, average 72 mm/h, Zone 1

Pipe F5-F4 0.011 0.6 26.507 26.504 AR&R 10 year, 25 minutes storm, average 72 mm/h, Zone 1




Pipe F1-C5 0.071 1.01 26.145 26.094 AR&R 10 year, 25 minutes storm, average 72 mm/h, Zone 1


Pipe R1-C7 0.01 0.48 26.354 26.353 AR&R 10 year, 20 minutes storm, average 81 mm/h, Zone 1



Pipe N1-C9 0.003 0.11 27.066 27.06 AR&R 10 year, 25 minutes storm, average 72 mm/h, Zone 1










Pipe S1-C10 0.069 1.8 27.206 27.191 AR&R 10 year, 25 minutes storm, average 72 mm/h, Zone 1

Pipe U1-C8 0 0 26.431 26.431 AR&R 10 year, 15 minutes storm, average 93 mm/h, Zone 1

CHANNEL DETAILS


(cu.m/s) (m/s)



OF P2 0.001 0.001 0.464 0.02 0.01 0.23 0.57 AR&R 10 year, 25 minutes storm, average 72 mm/h, Zone 1

OF P1 0 0 1.434 0 0 0 0

OF T1 0 0 0.614 0 0 0 0

OF K2 0 0 0.294 0 0 0 0

OF K1 0 0 0.299 0 0 0 0

OF A4 0 0 0.743 0 0 0 0

OF A6 0 0 0.375 0 0 0 0

OF D5 0 0 0.908 0 0 0 0

OF D4 0 0 0 0 0 0 0

OF D3 0 0 0 0 0 0 0

OF D2 0 0 1.347 0 0 0 0

OF G2 0 0 0.414 0 0 0 0

OF G1 0 0 0.315 0 0 0 0

OF A7 0 0 0.343 0 0 0 0

OF A8 0 0 0.709 0 0 0 0

OF A10 0 0 0.421 0 0 0 0

OF A9 0 0 1.284 0 0 0 0

OF E3 0 0 0.548 0 0 0 0

OF E1 0 0 0.4 0 0 0 0

OF Q4 0 0 0.316 0 0 0 0

OF Q3 0.001 0.001 0.343 0.019 0.01 0.22 0.4 AR&R 10 year, 25 minutes storm, average 72 mm/h, Zone 1

OF Q1 0 0 0.221 0 0 0 0

OF F5 0 0 1.181 0 0 0 0

OF F4 0 0 1.225 0 0 0 0

OF F3 0 0 1.212 0 0 0 0

OF F2 0 0 1.275 0 0 0 0

OF F1 0 0 1.31 0 0 0 0

OF C5 0 0 0.058 0 0 0 0

OF R1 0 0 1.35 0 0 0 0

OF C6-E1 0 0 0.391 0 0 0 0

OF N1 0 0 0.485 0 0 0 0

OF C9 0 0 1.252 0 0 0 0

OF C8 0 0 0.176 0 0 0 0

OF C12 0 0 1.131 0 0 0 0

OF C11 0 0 1.232 0 0 0 0

OF C10 0 0 1.265 0 0 0 0

OF B8 0 0 1.434 0 0 0 0

OF B7 0 0 1.422 0 0 0 0

OF B6 0 0 1.134 0 0 0 0




CONTINUITY CHECK for AR&R 10 year, 2 hours storm, average 29 mm/h, Zone 1



Pit P2 30.99 31 0 0

Pit P1 51.48 50.93 0 1.1

Pit A3 (HUMES)387.61 387.67 0 0

Pit A2 (SPEL) 387.67 387.66 0 0

Pit A1 387.66 387.68 0 0

G07/01 387.68 387.68 0 0

Pit T1 12.54 12.54 0 0

Pit B1 348.14 348.15 0 0

G06/01 348.25 348.25 0 0

Pit K2 13.62 13.62 0 0

Pit K1 61.83 61.83 0 0

Pit A5 313.15 313.87 0 -0.2

Pit A4 336.33 336.67 0 -0.1

Pit M1 10.89 10.89 0 0

Node J2 56.14 56.14 0 0

Pit J1 56.14 56.14 0 0

Pit A6 196.09 196.02 0 0

Pit D5 14.27 14.33 0 -0.4

Pit D4 14.33 14.32 0 0.1

Pit D3 50.24 50.31 0 -0.1

Pit D2 55.15 55.36 0 -0.4

Pit D1 55.36 55.3 0 0.1

Pit G2 11.88 11.88 0 0

Pit G1 15.64 15.71 0 -0.4

Pit A7 71.94 72.27 0 -0.5

Pit H1 12.24 12.28 0 -0.3

Pit A8 56.08 56.23 0 -0.3

Pit A10 19.61 19.61 0 0

Pit A9 43.39 43.23 0 0.4

Node L1 217.06 217.2 0 -0.1

Pit B5 335.54 335.55 0 0

Pit B4 (HUMES)335.55 335.58 0 0

Pit B3 (SPEL) 335.58 335.59 0 0

Pit B2 335.59 335.6 0 0

Pit E3 70.69 70.73 0 0

Pit E2 78.41 78.45 0 0

Pit E1 156.63 156.69 0 0

Pit204517 462.94 463.12 0 0

Pit C3 (HUMES)660.69 660.77 0 0

Pit C2 (SPEL) 660.77 660.83 0 0

Pit C1 660.83 660.81 0 0

G05/01 660.81 660.81 0 0

Pit Q4 62.03 62.07 0 -0.1

Pit Q3 133.21 133.28 0 -0.1

Pit Q2 197.36 197.49 0 -0.1

Pit Q1 197.49 197.56 0 0

Pit F5 15.94 15.95 0 -0.1

Pit F4 38.66 38.71 0 -0.1

Pit F3 61.86 61.88 0 0

Pit F2 85.76 85.8 0 0

Pit F1 109.73 109.82 0 -0.1

Pit C5 306.14 306.25 0 0

Pit R1 14.21 14.21 0 0

Pit C7 160.9 161.54 0 -0.4

Pit C6 194.74 194.54 0 0.1

Pit N1 0 0.03 0 0

Pit C9 124.13 124.37 0 -0.2

Pit C8 146.92 146.73 0 0.1

Pit C12 24.05 23.94 0 0.5

Pit C11 23.94 24.11 0 -0.7

Pit C10 123.99 124.1 0 -0.1

Node B9 109.73 109.73 0 0

Pit B8 109.73 109.72 0 0

Pit B7 118.1 118.2 0 -0.1

Pit B6 118.2 118.34 0 -0.1

Node S1 99.92 99.87 0 0.1

Node Low D3 0 0 0 0

N G04/06 0 0 0 0

G01/08 0 0 0 0

F01/15 0 0 0 0

Node Low D5 0 0 0 0

Pit U1 0 0 0 0

N Bypass 1 4.62 4.62 0 0

N Bypass 2 2.45 2.45 0 0

\par }

Run Log for 388057 2017 run at 17:02:23 on 17/10/2017{\rtf1\ansi\deff0{\colortbl;\red0\green0\blue0;\red255\green0\blue0;}No water upwelling from any pit.

Freeboard was adequate at all pits.\line Flows were safe in all overflow routes.



D. 100yr ARI DRAINS Results





(cu.m/s) (cu.m) (m)

Pit P2 27.41 0.033 0 0.039 Outlet System

Pit P1 27.68 0.021 0.16 0.002 Inlet Capacity


Pit A2 (SPEL) 27.59 0 0.13 None

Pit A1 27.37 0 0.24 None

G07/01 27.34 0.098

Pit T1 27.04 0.013 0.06 0 None

Pit B1 27.02 0 0 Outlet System

G06/01 26.87 0.04

Pit K2 27.96 0.016 0 0.047 Outlet System

Pit K1 28.11 28.11 0.048 0.9 0 0.052 Outlet System

Pit A5 28.15 0 0.31 None

Pit A4 27.92 0.023 0.14 0.003 Inlet Capacity

Pit M1 28.14 0.011 0.07 None

Node J2 29.07 0.057

Pit J1 29.03 0 0 Outlet System


Pit D5 28.59 28.63 0.014 0.2 0 0 Outlet System

Pit D4 28.5 0 0.2 0 None


Pit D2 28.3 0.005 0.32 0 None

Pit D1 28.21 0 0.59 None

Pit G2 28.82 0.012 0.62 0 None

Pit G1 28.78 0.004 0.38 0 None

Pit A7 28.76 0 0.46 0 None

Pit H1 28.86 0.012 0.36 None

Pit A8 28.83 0.001 0.42 0 None



Node L1 29.41 0.219


Pit B4 (HUMES) 28.21 0 0 Outlet System

Pit B3 (SPEL) 28.11 0 0 Outlet System


Pit E3 26.12 26.18 0.167 0.9 0 0.144 Outlet System

Pit E2 26.11 26.16 0.017 0.3 0 Outlet System

Pit E1 26.1 26.17 0.181 0.9 0 0.151 Outlet System

Pit204517 26.08 0 0.07 None


Pit C2 (SPEL) 25.99 0 0.31 None

Pit C1 25.96 0 0.09 None

G05/01 25.86 0.291



Pit Q2 26.24 0.11 0 0.088 Outlet System

Pit Q1 26.13 0 0.22 None

Pit F5 27.1 0.016 0.1 0.001 Inlet Capacity


Pit F3 26.9 0.028 0 0.019 Inlet Capacity

Pit F2 26.71 0.024 0 0.02 Outlet System


Pit C5 26.45 0.003 0 0.007 Outlet System

Pit R1 26.86 0.029 0.02 0.006 Inlet Capacity

Pit C7 26.79 0 0.01 None

Pit C6 26.54 0.033 0 0.076 Outlet System

Pit N1 27.48 0 0 0.007 Outlet System

Pit C9 27.52 0 0.12 0 None

Pit C8 26.92 0.029 0.01 0.015 Inlet Capacity

Pit C12 28.01 0.024 0.02 0.005 Inlet Capacity

Pit C11 27.89 0 0.11 0 None

Pit C10 27.82 0 0 0.005 Outlet System

Node B9 29.14 0.111

Pit B8 29.06 0 0.19 0 None

Pit B7 28.74 0.008 0 0.046 Outlet System

Pit B6 28.67 0.046 0 0.046 Outlet System

Node S1 27.85 0.101

Pit U1 26.92 0 0.14 None







Cat T1 0.013 0.013 0 5 10 0 AR&R 100 year, 5 minutes storm, average 219 mm/h, Zone 1

Cat K2 0.014 0.014 0 5 10 0 AR&R 100 year, 5 minutes storm, average 219 mm/h, Zone 1

Cat K1 0.037 0.037 0.001 5 10 0 AR&R 100 year, 5 minutes storm, average 219 mm/h, Zone 1


Cat M1 0.011 0.011 0 5 10 0 AR&R 100 year, 5 minutes storm, average 219 mm/h, Zone 1

Cat J2 0.057 0.057 0 5 10 0 AR&R 100 year, 5 minutes storm, average 219 mm/h, Zone 1



Cat D3 0.036 0.035 0.001 5 10 0 AR&R 100 year, 5 minutes storm, average 219 mm/h, Zone 1




Cat H1 0.012 0.009 0.003 5 10 0 AR&R 100 year, 25 minutes storm, average 108 mm/h, Zone 1




Cat L1 0.219 0.219 0 5 10 0 AR&R 100 year, 5 minutes storm, average 219 mm/h, Zone 1


Cat E2 0.011 0 0.011 5 10 0 AR&R 100 year, 20 minutes storm, average 121 mm/h, Zone 1










Cat C5 0.003 0 0.003 5 10 0 AR&R 100 year, 20 minutes storm, average 121 mm/h, Zone 1

Cat R1 0.014 0.014 0 5 10 0 AR&R 100 year, 5 minutes storm, average 219 mm/h, Zone 1



Cat C12 0.024 0.024 0 5 10 0 AR&R 100 year, 5 minutes storm, average 219 mm/h, Zone 1



Cat S1 0.101 0.101 0 5 10 0 AR&R 100 year, 5 minutes storm, average 219 mm/h, Zone 1













AR&R 100 year, 1 hour storm, average 66 mm/h, Zone 11668.15 1612.22 (96.6%)1553.78 (98.5%)58.44 (64.6%)

AR&R 100 year, 1.5 hours storm, average 52 mm/h, Zone 11971.45 1909.90 (96.9%)1840.64 (98.7%)69.26 (64.8%)



PIPE DETAILS







Pipe A1-G7/01 0.228 0.64 27.344 27.338 AR&R 100 year, 5 minutes storm, average 219 mm/h, Zone 1

Pipe T1-B1 0.013 0.32 27.022 27.022 AR&R 100 year, 5 minutes storm, average 219 mm/h, Zone 1

Pipe B1-G06/01 0.309 1.94 26.927 26.874 AR&R 100 year, 5 minutes storm, average 219 mm/h, Zone 1

Pipe K2-K1 0.012 0.31 27.96 28.11 AR&R 100 year, 5 minutes storm, average 219 mm/h, Zone 1

Pipe K1-A5 0.04 0.56 28.11 28.154 AR&R 100 year, 10 minutes storm, average 167 mm/h, Zone 1



Pipe M1-K1 0.012 0.3 28.129 28.11 AR&R 100 year, 5 minutes storm, average 219 mm/h, Zone 1

Pipe J2-J1 0.057 1.43 29.07 29.028 AR&R 100 year, 5 minutes storm, average 219 mm/h, Zone 1

Pipe J1-A6 0.057 1.44 28.657 28.505 AR&R 100 year, 5 minutes storm, average 219 mm/h, Zone 1






Pipe D1-A5 0.073 0.66 28.195 28.154 AR&R 100 year, 5 minutes storm, average 219 mm/h, Zone 1

Pipe G2-G1 0.012 0.31 28.799 28.782 AR&R 100 year, 5 minutes storm, average 219 mm/h, Zone 1

Pipe G1-A7 0.017 0.44 28.768 28.76 AR&R 100 year, 5 minutes storm, average 219 mm/h, Zone 1


Pipe H1-A8 0.014 0.34 28.838 28.83 AR&R 100 year, 5 minutes storm, average 219 mm/h, Zone 1




Pipe L1-B5 0.219 5.51 29.408 28.566 AR&R 100 year, 5 minutes storm, average 219 mm/h, Zone 1






Pipe E2-E1 0.039 0.55 26.107 26.104 AR&R 100 year, 1.5 hours storm, average 52 mm/h, Zone 1

Pipe E1-C1 0.072 0.65 26.086 26.085 AR&R 100 year, 25 minutes storm, average 108 mm/h, Zone 1




Pipe C1-G05/01 0.341 0.95 25.871 25.86 AR&R 100 year, 25 minutes storm, average 108 mm/h, Zone 1

Pipe Q4-Q3 0.038 0.96 26.47 26.415 AR&R 100 year, 1.5 hours storm, average 52 mm/h, Zone 1



Pipe Q1-C3 0.117 1.06 26.044 26.027 AR&R 100 year, 5 minutes storm, average 219 mm/h, Zone 1





Pipe F1-C5 0.072 1.02 26.508 26.452 AR&R 100 year, 5 minutes storm, average 219 mm/h, Zone 1


Pipe R1-C7 0.022 0.56 26.795 26.787 AR&R 100 year, 5 minutes storm, average 219 mm/h, Zone 1



Pipe N1-C9 0.004 0.09 27.48 27.522 AR&R 100 year, 5 minutes storm, average 219 mm/h, Zone 1








Pipe B7-B6 0.098 1.39 28.713 28.673 AR&R 100 year, 2 hours storm, average 43.4 mm/h, Zone 1


Pipe S1-C10 0.101 2.54 27.854 27.82 AR&R 100 year, 5 minutes storm, average 219 mm/h, Zone 1

Pipe U1-C8 0 0 26.922 26.922 AR&R 100 year, 5 minutes storm, average 219 mm/h, Zone 1

CHANNEL DETAILS


(cu.m/s) (m/s)



OF P2 0.039 0.039 0.802 0.067 0.08 1.35 1.19 AR&R 100 year, 5 minutes storm, average 219 mm/h, Zone 1

OF P1 0.002 0.002 1.434 0.01 0 1.04 0.4 AR&R 100 year, 5 minutes storm, average 219 mm/h, Zone 1

OF T1 0 0 0.656 0 0 0 0

OF K2 0.047 0.047 1.046 0.082 0.07 1.86 0.82 AR&R 100 year, 5 minutes storm, average 219 mm/h, Zone 1

OF K1 0.052 0.052 1.029 0.083 0.07 1.91 0.85 AR&R 100 year, 15 minutes storm, average 139 mm/h, Zone 1

OF A4 0.003 0.003 1.497 0.016 0 1.63 0.21 AR&R 100 year, 5 minutes storm, average 219 mm/h, Zone 1

OF A6 0.01 0.01 0.901 0.046 0.04 0.65 0.82 AR&R 100 year, 5 minutes storm, average 219 mm/h, Zone 1

OF D5 0 0 1.479 0 0 0 0

OF D4 0 0 0.288 0 0 0 0

OF D3 0 0 0.204 0 0 0 0

OF D2 0 0 1.453 0 0 0 0

OF G2 0 0 0.849 0 0 0 0

OF G1 0 0 1.011 0 0 0 0

OF A7 0 0 0.958 0 0 0 0

OF A8 0 0 1.493 0 0 0 0

OF A10 0.01 0.01 0.845 0.044 0.04 0.58 0.88 AR&R 100 year, 15 minutes storm, average 139 mm/h, Zone 1

OF A9 0.003 0.003 1.442 0.013 0 1.33 0.33 AR&R 100 year, 25 minutes storm, average 108 mm/h, Zone 1

OF E3 0.144 0.144 0.548 0.088 0.18 2.06 2.07 AR&R 100 year, 15 minutes storm, average 139 mm/h, Zone 1

OF E1 0.151 0.151 0.872 0.108 0.14 2.72 1.29 AR&R 100 year, 5 minutes storm, average 219 mm/h, Zone 1




OF F5 0.001 0.001 1.449 0.008 0 0.84 0.22 AR&R 100 year, 5 minutes storm, average 219 mm/h, Zone 1

OF F4 0.032 0.032 1.448 0.03 0.02 4 0.53 AR&R 100 year, 5 minutes storm, average 219 mm/h, Zone 1




OF C5 0.007 0.007 0.172 0.045 0.01 1.07 0.28 AR&R 100 year, 25 minutes storm, average 108 mm/h, Zone 1

OF R1 0.006 0.006 1.35 0.012 0.01 1.23 0.73 AR&R 100 year, 5 minutes storm, average 219 mm/h, Zone 1

OF C6-E1 0.076 0.076 0.886 0.087 0.1 2.02 1.14 AR&R 100 year, 5 minutes storm, average 219 mm/h, Zone 1

OF N1 0.007 0.007 0.768 0.036 0.03 0.42 0.89 AR&R 100 year, 5 minutes storm, average 219 mm/h, Zone 1

OF C9 0 0 1.461 0 0 0 0



OF C11 0 0 1.456 0 0 0 0


OF B8 0 0 1.434 0 0 0 0

OF B7 0.046 0.046 1.422 0.03 0.02 4 0.76 AR&R 100 year, 5 minutes storm, average 219 mm/h, Zone 1

OF B6 0.046 0.046 1.462 0.034 0.02 4 0.61 AR&R 100 year, 5 minutes storm, average 219 mm/h, Zone 1




CONTINUITY CHECK for AR&R 100 year, 25 minutes storm, average 108 mm/h, Zone 1



Pit P2 24.54 24.48 0 0.2

Pit P1 12.33 12.36 0 -0.3

Pit A3 (HUMES)243.37 243.36 0 0

Pit A2 (SPEL) 243.36 243.36 0 0

Pit A1 243.36 243.37 0 0

G07/01 273.7 273.7 0 0

Pit T1 9.68 9.64 0 0.4

Pit B1 266.73 266.74 0 0

G06/01 294.78 294.78 0 0

Pit K2 11.15 11.16 0 -0.1

Pit K1 33.88 33.94 0 -0.2

Pit A5 214.72 214.71 0 0

Pit A4 232.05 232.06 0 0

Pit M1 8.4 8.4 0 0

Node J2 43.34 43.33 0 0

Pit J1 43.33 43.24 0 0.2

Pit A6 153.24 153.33 0 -0.1

Pit D5 11.11 11.11 0 0

Pit D4 11.11 11.09 0 0.2

Pit D3 39.06 39.14 0 -0.2

Pit D2 42.88 43.03 0 -0.3

Pit D1 43.03 43.04 0 0

Pit G2 9.25 9.29 0 -0.4

Pit G1 12.2 12.14 0 0.5

Pit A7 56.62 56.83 0 -0.4

Pit H1 10.01 10 0 0.1

Pit A8 44.35 44.48 0 -0.3

Pit A10 16.95 16.91 0 0.2

Pit A9 34.9 34.82 0 0.2

Node L1 167.55 167.53 0 0

Pit B5 257.15 256.94 0 0.1

Pit B4 (HUMES)256.94 256.87 0 0

Pit B3 (SPEL) 256.87 256.94 0 0

Pit B2 256.94 257.09 0 -0.1

Pit E3 80.35 80.49 0 -0.2

Pit E2 41.15 41.14 0 0

Pit E1 132.57 132.63 0 0

Pit204517 283.25 283.25 0 0

Pit C3 (HUMES)414.94 415 0 0

Pit C2 (SPEL) 415 414.88 0 0

Pit C1 414.88 414.99 0 0

G05/01 517.26 517.26 0 0

Pit Q4 48.29 48.29 0 0

Pit Q3 103.74 103.75 0 0

Pit Q2 154.92 154.99 0 0

Pit Q1 131.7 131.69 0 0

Pit F5 12.41 12.38 0 0.2

Pit F4 31.68 31.71 0 -0.1

Pit F3 49.31 49.36 0 -0.1

Pit F2 65.93 65.96 0 0

Pit F1 79.39 79.4 0 0

Pit C5 205.34 205.58 0 -0.1

Pit R1 11.86 11.85 0 0

Pit C7 123.55 123.57 0 0

Pit C6 149.42 149.46 0 0

Pit N1 0 0 0 0

Pit C9 94.81 94.62 0 0.2

Pit C8 112.33 112.64 0 -0.3

Pit C12 18.57 18.48 0 0.5

Pit C11 17.64 17.71 0 -0.4

Pit C10 94.84 94.81 0 0

Node B9 84.7 84.66 0 0

Pit B8 84.66 84.47 0 0.2

Pit B7 90.93 91.08 0 -0.2

Pit B6 91.08 91.3 0 -0.2

Node S1 77.13 77.13 0 0

Node Low D3 0 0 0 0

N G04/06 0 0 0 0

G01/08 0.1 0.1 0 0

F01/15 1.04 1.04 0 0

Node Low D5 0 0 0 0

Pit U1 0 0 0 0

N Bypass 1 3.56 3.56 0 0

N Bypass 2 1.89 1.89 0 0

\par }

Run Log for 388057 2017 run at 17:04:28 on 17/10/2017{\rtf1\ansi\deff0{\colortbl;\red0\green0\blue0;\red255\green0\blue0;}Upwelling occurred at: Pit K1, Pit C10, Pit N1,

Pit C6, Pit B7, Pit K2\line Freeboard was inadequate at a further 19 pits.\line Flows were safe in all overflow routes.



E. DRAINS Catchment Plan

CL

STREETSTREET HARVEST

HARVEST

NORTHBOURNEDRIVE

NORTHBOURNE

DRIVE

NORTHBOURNE

ELARA

BOULEVARD

BOULEVARDELARA

STREET

PARISH

STREET

PARISH

Catchment area G1

0.0066ha

100% IMP Catchment S1

0.1752ha

100% IMP

Catchment C12

0.0422ha

100% IMP

Catchment B9.2

0.0671ha

100% IMP

Catchment L1

0.3808ha

100% IMP

Catchment B9.1

0.1254ha

100% IMP

Catchment J2

0.0985ha

100% IMP

Catchment D3

0.0647ha

95% IMP

Catchment D5

0.0257ha

95% IMP

Catchment G2

0.0214ha

95% IMP

Catchment A9

0.0465ha

80% IMP

Catchment A10

0.0407ha

70% IMP

Catchment H1

0.0254ha

70% IMPCatchment B7

0.0147ha

100% IMP

Catchment C8

0.0417ha

90% IMP

Catchment C6

0.0598ha

95% IMP

Catchment E1

0.1408ha

95% IMP

Catchment E3

0.1273ha

95% IMP

Catchment Q2

0.1154ha

95% IMP

Catchment Q3

0.1281ha

95% IMP

Catchment Q4

0.1117ha

95% IMP

Catchment A6

0.1252ha

90% IMP

Catchment K1

0.0672ha

95% IMP

Catchment M1

0.0191ha

100% IMP

Catchment K2

0.0239ha

100% IMP

Catchment A4

0.0394ha

100% IMP

Catchment P1

0.0361ha

100% IMP

Catchment P2

0.0558ha

95% IMP

Catchment T1

0.0220ha

100% IMP

Catchment A8

0.0100ha

100% IMP

Catchment area E2

0.0278ha

0% IMP

Catchment area F5

0.0287ha

95% IMP

Catchment area F4

0.0409ha

95% IMP

Catchment area F3

0.0417ha

95% IMP

Catchment area F2

0.0430ha

95% IMP

Catchment area F1

0.0431ha

95% IMP

Catchment area R1

0.0255ha

95% IMP

Catchment area D2

0.0085ha

100% IMP

Catchment area C5

0.0064ha

0% IMP

Catchment area Bypass 1

0.0017ha

100% IMP

Catchment area Bypass 2

0.0042ha

100% IMP

>>

>>

>

> > > > > > > > > >

>

RevStatus

Drawing Number

Scale at A1

Eng check

Approved

Coordination

Dwg check

Drawn

Designed

Security

Client

p:\Sydney\Projects\38xxxx\388057\04 working\01 drafting\Civil\Drawings\DA\388057-MMD-DA-XX-DR-C-0200.dwg Nov 7, 2017 - 12:06PM KEE75068

App’dCh’k’dDescriptionDrawnDateRev

Project

Title

T

W

was commissioned. Mott MacDonald accepts no responsibility for this document to any other party other than the person by whom it was commissioned.

This document should not be relied on or used in circumstances other than those for which it was originally prepared and for which Mott MacDonald

© Mott MacDonald

Preliminary - Not for Construction

388057-MMD-DA-XX-DR-C-0200

1:400 APR P2 STD

N.McKee

C. Keenan

B. Soo

C.Keenan

D.Chapman

A. Singh

DRAINS Catchment PlanDA Civil WorksElara Boulevard - Marsden ParkElara Neighbourhood Centre

Stockland Development Pty Ltd

www.mottmac.com

+61 (0)2 9098 6800

NSW 1230, Australia

PO Box Q1678, QVB Sydney

Australia

Sydney, NSW 2000

Level 10, 383 Kent Street

JG

BS

CFK

CFKIssued for Information

Issued for Development Application

DRC

DRCP1

P2

07.11.17

18.10.17

01:400

20m 40m



F. MUSIC Catchment Plan

CL

STREETHARVEST

NORTHBOURNE

DRIVE

BOULEVARDELARA

STREET

PARISH

STREET

PARISH

RevStatus

Drawing Number

Scale at A1

Eng check

Approved

Coordination

Dwg check

Drawn

Designed

Security

Client

p:\Sydney\Projects\38xxxx\388057\04 working\01 drafting\Civil\Drawings\DA\388057-MMD-DA-XX-DR-C-0210.dwg Nov 7, 2017 - 12:06PM nel80977

App’dCh’k’dDescriptionDrawnDateRev

Project

Title

T

W

was commissioned. Mott MacDonald accepts no responsibility for this document to any other party other than the person by whom it was commissioned.

This document should not be relied on or used in circumstances other than those for which it was originally prepared and for which Mott MacDonald

© Mott MacDonald

Preliminary - Not for Construction

388057-MMD-DA-XX-DR-C-0210

1:400 APR P2 STD

N.McKee

C. Keenan

B. Soo

C.Keenan

D.Chapman

A. Singh

MUSIC Catchment PlanDA Civil WorksElara Boulevard - Marsden ParkElara Neighbourhood Centre

Stockland Development Pty Ltd

www.mottmac.com

+61 (0)2 9098 6800

NSW 1230, Australia

PO Box Q1678, QVB Sydney

Australia

Sydney, NSW 2000

Level 10, 383 Kent Street

JG

BS

CFK

CFKIssued for Information

Issued for Development Application

DRC

DRCP1

P2

07.11.17

18.10.17

01:400

20m 40m

Legend

Roof to Treatment = 0.846ha

Vehicular Pavement to Treatment

= 1.148ha

Landscape to Treatment = 0.527ha

Landscape Bypass = 0.006ha

Western Catchment

Area = 0.308Ha

87% IMP

Central Catchment

Area = 0.026Ha

100% IMP

Eastern Catchment

Area = 0.193Ha

50% IMP

Bypass Landscape

Area = 0.006Ha

100% IMP

Landscape Areas



G. HumeCeptor Brochure

HumeCeptor® systemTechnical manual

Issue 4

Contents

HumeCeptor® system 1

System operation 3

Bypass chamber 3

Treatment chamber 4

Independent verification testing 4

System options 8

Variants 8

Design information 13

Configuration of the stormwater system 13

Location in the stormwater system 13

Catchment area 13

Sizing HumeCeptor® systems 13

MUSIC/pollutant export model inputs 15

System installation 16

System maintenance 17

FAQs 17

References 18

Appendix 19

Precast solutions 32

Contact information 33


Hu

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epto

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yste

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The HumeCeptor® system is a patented hydrodynamic separator, specifically

designed to remove hydrocarbons and suspended solids from stormwater

runoff, preventing oil spills and minimising non-point source pollution entering

downstream waterways.

HumeCeptor® system

The HumeCeptor® system is an underground, precast

concrete stormwater treatment solution that utilises

hydrodynamic and gravitational separation to

efficiently remove Total Suspended Solids (TSS) and

entrained hydrocarbons from runoff. First designed as

an ‘at source’ solution for constrained, commercial and

industrial sites it has been improved and expanded

to service large catchments, mine and quarry sites,

inundated drainage systems, and capture large

volume emergency spill events. The system is ideal for

hardstands/wash bays, car parks, shopping centres,

industrial/commercial warehouses, petrol stations,

airports, major road infrastructure applications, quarries,

mine sites and production facilities.

Independently tested, and installed in over 30,000

projects worldwide, the HumeCeptor® system provides

effective, and reliable secondary treatment of stormwater

for constrained sites.

• The system reliably removes a high level of TSS

and hydrocarbons

The HumeCeptor® system was developed specifically

to remove fine suspended solids and hydrocarbons

from stormwater, and has been certified to achieve

high pollutant removal efficiencies for TSS (>80%) and

Total Nutrients (TN) (>30%) on an annual basis.

• It captures and retains hydrocarbons and TSS down

to 10 microns

Each system is specifically designed to maintain low

treatment chamber velocities to capture and retain TSS

down to 10 microns. It also removes up to 98% of free

oils from stormwater.

• Each device is sized to achieve the necessary

Water Quality Objectives (WQO) on an annual basis

Utilising the latest build-up and wash-off algorithms,

PCSWMM software for the HumeCeptor® system

ensures that the device chosen achieves the desired

WQO (e.g. 80% TSS removal) on an annual basis.

• Its performance has been independently verified

The HumeCeptor® system’s technology has been

assessed by independent verification authorities

including the New Jersey Department of

Environmental Protection (NJDEP), The Washington

Department of Environment (USA), and by the

Canadian Environmental Technology Verification

program (ETV).

2 HumeCeptor® system

• The system is proven

The HumeCeptor® system was one of the first

stormwater treatment devices introduced to Australia,

and now after 30,000 installations worldwide, its

popularity is testament to its performance, quality and

value for money.

• High flows won’t scour captured sediment

The unique design of HumeCeptor® units ensures that

as flows increase and exceed the treatment flow, the

velocity in the storage chamber decreases.

• Nutrients are captured along with the sediment

The effective capture of TSS results in the capture of

particulate nutrients shown to be >30% of TN and

Total Phosphorous (TP).

• Fully trafficable to suit land use up to class G

The HumeCeptor® system is a fully trafficable solution,

it can be installed under pavements and hardstands to

maximise above ground land use (loading up to class D

as standard).

• Custom designs allow for emergency oil spill storage,

directional change, multiple pipes, tidal inundation

and class G traffic loads

A range of HumeCeptor® systems are available, built

specifically to manage emergency spills (50,000 L

storage), change of pipe directions, the joining of

multiple pipes, high tail water levels as a result of

tides or downstream water bodies, and high levels of

hydrocarbons with auxiliary storage tanks.

• We are experienced in the provision of world class

treatment solutions

Humes has a team of water specialists dedicated to the

advancement of economical sustainable solutions, and

the provision of expert advice and support.

Right:The bypass chamber of a HumeCeptor® system


Hu

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yste

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Figure 1 – HumeCeptor® system operation during design

flow conditions

Figure 2 – HumeCeptor® system operation during high

flow conditions

System operation

The HumeCeptor® stormwater treatment system

slows incoming stormwater to create a non-turbulent

treatment environment, allowing free oils and debris

to rise and sediment to settle. Each HumeCeptor®

system maintains continuous positive treatment of TSS,

regardless of flow rate, treating a wide range of particle

sizes, as well as free oils, heavy metals and nutrients that

attach to fine sediment.

The HumeCeptor® system’s patented scour prevention

technology ensures pollutants are captured and

contained during all rainfall events.

Bypass chamber

1. Stormwater flows into the inlet (weir) area of the

bypass chamber.

2. Design flows are diverted into the offline

treatment chamber by a weir, orifice and drop pipe

arrangement (refer to Figure 1).

3. The weir and orifice have been developed to create

a vortex that sucks floating oils and sediment down

into the treatment chamber.

4. During high flow conditions, stormwater in the

bypass chamber overflows the weir and is conveyed

to the stormwater outlet directly (refer to Figure 2).

5. Water which overflows the weir stabilises the head

between the inlet drop pipe and outlet decant pipe

ensuring that excessive flow is not forced into the

treatment chamber, protecting against scour or

re-suspension of settled material. The bypass is an

integral part of the HumeCeptor® unit since other

oil/grit separators have been found to scour during

high flow conditions (Schueler and Shepp, 1993).


Treatment chamber

1. Once diverted into the treatment chamber through

the weir and orifice, the drop pipe beneath the

orifice is configured to discharge water tangentially

around the treatment chamber wall.

2. Water flows through the treatment chamber to

the decant pipe which is submerged similar to the

drop pipe.

3. Hydrocarbons and other entrained substances

with a specific gravity less than water will rise

in the treatment chamber and become trapped

beneath the fibreglass insert since the decant pipe

is submerged.

4. Sediment will settle to the bottom of the chamber

by gravity forces. The large volume of the treatment

chamber assists in preventing high velocities and

promoting settling.

5. Water flows up through the decant pipe based

on the head differential at the inlet weir, and

is discharged back into the bypass chamber

downstream of the weir.

Independent verification testing

HumeCeptor® systems have been extensively researched

by more than 15 independent authorities to validate

its performance; it has now gained Environmental

Technology Verification (ETV) certificates from ETV

Canada, New Jersey Department of Environmental

Protection (NJDEP) and Washington Department of

Environment (WDOE).

A number of agencies have conducted independent

studies; their results from these studies (over 100 test

events) have been summarised in Table 1 below.

Table 1 – HumeCeptor® system performance summary

Pollutant Average removal efficiency Details

TSS 80% Laboratory and field results, stable, hardstand, roads,

commercial and industrial sites

TN 37% Field results

TP 53% Field results

Chromium 44% Field results

Copper 29% Field results

TPH 65% <10 ppm inflow concentration

95% 10 ppm - 50 ppm inflow concentration (typical stormwater)

99% >500 ppm inflow concentration (emergency spills)


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10

9

8

7

6

5

4

3

2

1

0

TPH

con

cen

trat

ion

(pp

m)

Upstream TPH concentration

Downstream TPH concentration

80.8%79.2%

81.6%

66.2%

88.5%

50.0%

54.2%

64.3%

67.6%

64.6%

63.3%

Test event

Note: Percentage values represent removal efficiencies

Figure 3 – HumeCeptor® system field performance results for Total Suspended Solids (TSS) removal

Figure 4 – HumeCeptor® system field performance for Total Petroleum Hydrocarbon (TPH) removal

(influent concentration <10 ppm)

450

400

94.4%

98.4%

78.5%

98.7%

92.1%

89.4%

94.0%

86.7%

65.2%

67.3%

95.8%

75.0%

81.4%

70.4%

84.2%

75.2%

84.3%

97.6%

73.6%

68.8%

350

300

250

200

150

100

50

0

Upstream TSS concentration

TSS

con

cen

trat

ion

(mg

/l)

Test event


Downstream TSS concentration

Percentiles Removal efficiency50% 80%75% 69%90% 65%95% 61%



(influent concentration >10 ppm)


(influent concentration >1,000 ppm)

40

35

30

25

20

15

10

5

0

TPH

con

cen

trat

ion

(pp

m)



96.9%

91.6%

93.7%

91.7%

89.6%

Test event


4,500

4,000

3,500

3,000

2,500

2,000

1,500

98.9%

99.6%

97.9% 97.8%

1,000

500

0

TPH

con

cen

trat

ion

(pp

m)



Test event



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0.8

0.7

0.6

0.5

0.4

0.3

0.2

15.8%

55.6%

23.4%

45.7%

18.6% 37.2%

31.3%

52.2%

37.8%

45.7%

26.3%

0.1

0

TP c

once

ntr

atio

n (m

g/l

)

Upstream TP concentration

Downstream TP concentration

Test event


Figure 7 – HumeCeptor® system field performance for Total Phosphorous (TP) removal

Figure 8 – HumeCeptor® system field performance for Total Nitrogen (TN) removal


3

2.5

2

1.5

1

0.5

0

70.4%

41.7%

64.2%

33.3%

13.3%

37.0%

41.4% 60.5%

57.1%

95.9%

81.9%

TN c

once

ntr

atio

n (m

g/l

)

Upstream TN concentration

Downstream TN concentration

Test event



Variants

Continual improvement over the last 14 years of

HumeCeptor® system installations has provided a

number of enhancements to address specific treatment

and design requirements.

• HumeCeptor® STC 2 (inlet) model

This model features a grated inlet to directly capture

runoff from hardstand areas, replacing the need for a

stormwater pit (refer to Figure 9).

Figure 9 – HumeCeptor® STC 2 (inlet) model

System options

There are a number of HumeCeptor® systems available to

meet the requirements of various WQO for maintaining

catchments and local hydrology. The standard range is

detailed in Table 2 below.

Table 2 – HumeCeptor® model range and details

HumeCeptor®

model

Pipe diameter

(mm)

Device

diameter

(mm)

Depth from

pipe invert*

(m)

Sediment

capacity

(m3)

Oil capacity

(l)

Total storage

capacity

(l)

STC 2 (inlet) 100 - 600 1,200 1.7 1 350 1,740

STC 3

100 - 1,350

1,800

1.68 2

1,020

3,410

STC 5 2.13 3 4,550

STC 7 3.03 5 6,820

STC 92,440

2.69 6 1,900 9,090

STC 14 3.69 10

2,980

13,640

STC 183,060

3.44 14 18,180

STC 23 4.04 18 22,730

STC 27 3,600 3.84 20 4,290 27,270

Note:*Depths are approximate.


Figure 11 – AquaCeptor™ model

Figure 10 – P-Series HumeCeptor® STC 2• P-Series HumeCeptor® STC 2

The P-Series STC 2 is a light duty variation of the

STC 2 model which is made from polyethylene

for non-trafficable applications, but otherwise is

dimensionally and functionally the same as the

standard STC 2 model.

The P-Series HumeCeptor® STC2 has been designed

to withstand the loads associated with a maximum

300 mm of select backfill cover (equivalent to a ground

permanent load of 6 kPa) and up to 2kPa of surcharge

load in accordance with the following standards for

strength and serviceability:

- AS/NZS 2033:2008, Installation of polyethylene pipe

systems

- AS/NZS 2566 Buried flexible pipelines.

- Standard Specification for Polyethylene (PE)

Corrugated wall Stormwater collection Chambers,

F2922, American National Standard, 2013.

• AquaCeptor™ model

This model has been designed with a weir extension to

increase the level at which flows bypass the treatment

chamber, and accommodate downstream tail water

levels or periodic inundation (e.g. tidal situations).

This weir extension is provided in standard heights of

100 mm intervals, up to a maximum of 500 mm.

To maintain the hydrocarbon capture capabilities, an

additional “high level” inlet pipe is also fitted. This

facilitates the formation of the surface vortex from

the bypass chamber into the treatment chamber and

draws floating hydrocarbons into the unit.

The selection of the appropriate weir extension height

is undertaken in conjunction with the downstream

engineering design and/or tidal range charts for the

specific location. The AquaCeptor™ model is available

in the same sizes as the standard HumeCeptor® units

(refer Table 2 on the previous page).


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• MultiCeptor™ model

The MultiCeptor™ model (refer to Figure 12) was

developed to facilitate the replacement of junction

pits while still providing the treatment abilities of the

original HumeCeptor® system and reducing time and

costs during installation. These units reverse the weir

structure to allow for:

• change of pipe direction

• multiple inlet pipes

• differing invert levels of multiple inlet pipes

• grated inlets.

The MultiCeptor™ model is available in the same sizes

as the standard HumeCeptor® units (refer to Table 3

below) and a 2,440 mm diameter MultiCeptor™ unit

is also available to accommodate drainage pipes up to

1,800 mm diameter.

The larger insert diameter allows for larger pipe

connections that are more common where pipes are

laid on very flat grades.

Figure 12 – MultiCeptor™ model

Table 3 – MultiCeptor™ model range and details

HumeCeptor®

model

Pipe diameter

(mm)

Device

diameter

(mm)

Depth from

pipe invert

(m)

Sediment

capacity

(m3)

Oil capacity

(l)

Total storage

capacity

(l)

MI3

100 - 1,350

1,800

1.68 2

1,020

3,410

MI5 2.13 3 4,550

MI7 3.03 5 6,820

MI92,440

2.69 6 1,900 9,090

MI14 3.69 10

2,980

13,640

MI183,060

3.44 14 18,180

MI23 4.04 18 22,730

MI27 3,600 3.84 20 4,290 27,270

MI9 - MI27

(2,440)100 - 1,800

2,440 top

up to

3,600 base

2.69 - 3.84 6 - 20 1,900 - 4,290 9,090 - 27,270


• DuoCeptor™ model

The DuoCeptor™ model has been developed to

treat larger catchments (2 Ha - 6 Ha) because some

constrained developments can only accommodate a

single, large device instead of several smaller devices.

The unit operates by splitting the flow and treating

half of the design flow through the first chamber. The

untreated half of the design flow bypassed from the

first chamber then passes through the split connection

pipe into the second chamber for treatment. Treated

flow from the first chamber exits and flows through

the other side of the split connection pipe, and

bypasses the second chamber to join the treated

flow from the second chamber at the outlet of the

DuoCeptor™ model.

Figure 13 displays the DuoCeptor™ model and Table 4

details the range of capacities available.

Figure 13 – DuoCeptor™ model

Table 4 – DuoCeptor™ model range and details

DuoCeptor™

model

Pipe

diameter

(mm)

Device

footprint

(L x W)

Depth from

pipe invert

(m)

Sediment

capacity

(m3)

Oil

capacity

(l)

Total storage

capacity

(l)

STC 40

600 - 1,5007,750 x 3,500

3.41 27 10,585 42,370

STC 50 4.01 35 10,585 50,525

STC 60 9,150 x 4,200 3.89 42 11,560 60,255


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• HumeCeptor® EOS model

The HumeCeptor® EOS (Emergency Oil Spill) system

provides you with the maximum protection against

hydrocarbon spills at petrol stations, highway

interchanges and intersections. It combines

the passive, always-operating functions of the

HumeCeptor® system, with additional emergency

storage to capture the volume of spill required by your

road authority. Standard designs include 30,000 litres

and 50,000 litres of total hydrocarbon storage but

these can be modified to suit any specified volume.

Figure 14 – HumeCeptor® MAX model

• HumeCeptor® MAX model

The HumeCeptor® MAX model (refer to Figure 14)

was developed to meet the market need for a single,

large, end-of-pipe solution for TSS and hydrocarbon

removal. Utilising the HumeCeptor® system’s proven

capture and scour prevention technology, it is ideal

for very large commercial and industrial sites (>6 Ha)

(eg. quarries, mine sites and stockpile areas) that need

to achieve at least 50% TSS removal and hydrocarbon

capture. The HumeCeptor® MAX model can be

expanded to almost any capacity required.

As the HumeCeptor® MAX model uses two 2,400 mm

diameter inserts, sizing must be calculated separately

from the PCSWMM software for the HumeCeptor®

system. Contact Humes Water Solutions for assistance.


Design information

To design a system suitable for your project it is

necessary to review the configuration of the stormwater

system, the location and purpose of other stormwater

management (WSUD) controls, traffic loading, and the

catchment area and hydrology.

Configuration of the stormwater system

As a cylindrical system, HumeCeptor®

hydrodynamic separators are much more flexible for

accommodating inlet and outlet pipes on angles than

rectangular systems.

Location in the stormwater system

Specifically designed for capturing fine sediment and

hydrocarbons, the HumeCeptor® system is best suited to

“at source” applications. Therefore, it should be located

immediately downstream of the catchment area to be

treated, e.g. car parks, loading bays, refuelling stations,

wash bays.

Catchment area

As a general rule, larger catchment areas require larger

HumeCeptor® units. If the catchment area is unstable

(e.g. exposed soil) or contributes unusually high pollutant

loads (e.g. landscape supply yards), larger units are

more appropriate. This can be modelled in PCSWMM

software using the “Power Wash-off” or “Event Mean

Concentration” TSS loading function.

Sizing HumeCeptor® systems

PCSWMM software for the HumeCeptor® system is

the decision support tool used for identifying the

appropriate model. A lite version of PCSWMM software

is available to identify the HumeCeptor® system which

best meets treatment criteria for conventional urban

stormwater quality applications (commercial, industrial,

residential etc).

Conventional sites typically have stable land cover, paved

surfaces, or landscaped areas that do not easily erode

during rainfall events. Please contact Humes for further

assistance and modeling for unique or unconventional

sites. Examples of unconventional sites are as follows:

1. Sites that exhibit unstable wash-off characteristics

such as construction sites and sites with material

storage. For example, council works depots,

landscape supply yards, gravel surfaces etc.

2. Sites with specific suspended solids characteristics

such as coal manufacturing facilities, cement

manufacturers (sites with a particle size finer or

coarser than what is identified in the program).

3. Sites with altered post-development annual

hydrology. Alterations to the annual hydrology result

from the implementation of stormwater detention

upstream of the proposed HumeCeptor® system.

Infiltration or detention of small storms (< 1 year)

result in alterations to the annual hydrology. Sites

with flood control (2 to 100 year detention facilities)

will not significantly alter the annual hydrology

since detention occurs infrequently. Upstream flood

control facilities do not preclude the use of the

software for water quality design.

The software calculates continuous runoff from rainfall

and simulates sediment accumulation and sediment

transport for the design area. Annual TSS removal rates

are estimated from the particle size distribution with

settling rates calculated using Stoke’s Law, corrected

for drag. Assumptions for slope, depression storage,

evaporation rates, build-up and wash-off parameters as

well as the particle size distribution and settling rates are

given in the description of the model calculations.

Users of the software should become familiar with these

calculations and parameter values to ensure that they

understand the software application. For sites that differ

from the assumptions made in the software, please

contact your local Humes Water Solutions representative

for assistance.

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0.1 1 10 100 1,000 10,000

100

90

80

70

60

50

40

30

20

10

0

Perc

ent

fin

er (%

)

Particle size (µm)

Particle size distribution according to NJDEPFineCoarseMUSIC particle size distributionRoads and Hardstand (Drapper, 2001)ARQ

Figure 15 – PCSWMM for HumeCeptor® system - PSD

In order to size a unit using the lite version of PCSWMM

software, the following six design steps should be

followed.

• Step 1 – Project details and WQOs

Enter the project details in the appropriate cells, clearly

identifying the water quality objectives (WQO) for the

development. It is recommended that a level of annual

sediment (TSS) removal be identified and defined by

a Particle Size Distribution (PSD). In most Australian

situations, this WQO is for 80% TSS removal, but a PSD

is not defined. This can be determined from relevant

research data or from site monitoring.

• Step 2 – Site details

Identify the site development by the drainage area and

the level of imperviousness. It is recommended that

imperviousness be calculated based on the actual area

of paved surfaces, sidewalks and rooftops.

• Step 3 – Upstream detention/retention

HumeCeptor® systems are designed as a water

quality device and is sometimes used in conjunction

with on site water quantity control such as ponds

or underground detention systems. Where possible,

it is more beneficial to install a HumeCeptor® unit

upstream of a detention system, as the sediment load

is reduced and the maintenance interval between

cleaning is maximised.

Where the HumeCeptor® system is installed

downstream of a detention system it will alter the

hydrology of the catchment and will influence the size

of the unit selected by the software. For those projects,

enter the footprint area and flow characteristics into

the model.

• Step 4 – Particle Size Distribution (PSD)

It is critical that the PSD is defined as part of the WQO.

The design of the treatment system relies on a Stoke’s

Law settling (and floating) process, and selection of the

target PSD influences the model outcomes.

If the objective is for long term removal of 80% of

TSS on a given site, the PSD should be representative

of the expected sediment on the site. For example, a

system designed to remove 80% of coarse particles

(>150 microns) only provides relatively poor removal

efficiency of finer particles (<75 microns) that may be

naturally present in site runoff. PCSWMM software

allows the user to enter their own PSD or select

from a range of options in the program (refer to

Figure 15 below).


• Step 5 – Rainfall records

The rainfall data provided with PCSWMM software

provides an accurate storm hydrology estimation by

modelling actual historical storm events including

duration, intensities and peaks. Local historical rainfall

has been acquired from the Bureau of Meteorology.

Select the nearest rainfall station from the list.

• Step 6 – Summary

At this point, the software is able to predict the level

of TSS removal from the site. Once the simulation has

been completed, a table is generated identifying the

TSS removal of each unit. Based on the WQO identified

in Step 1, the recommended HumeCeptor® system unit

will be highlighted.

MUSIC/pollutant export model inputs

Many local authorities utilise MUSIC or other pollutant

export models to assist in stormwater treatment train

selection, and recommend generic inputs for GPTs and

hydrodynamic separators.

Considering these against the independent research

results in Table 1 on page 4, and PCSWMM modelling

used to size a HumeCeptor® unit, the conservative

removal efficiencies in Table 5 below are recommended

on an annual basis (i.e. no bypass). Humes Water

Solutions can optimise the values to suit your

specific site.

Table 5 – MUSIC inputs for HumeCeptor® system

Pollutant Removal efficiency

TSS 80%

TN 30%

TP 30%


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System installation

The installation of HumeCeptor® units should conform in

general to local authority’s specifications for stormwater

pit construction. Detailed installation instructions are

dispatched with each unit.

The HumeCeptor® system is installed as follows:

1. Excavate and stabilise the site.

2. Prepare the geotextile and aggregate base.

3. Install the treatment chamber base section.

4. Install the treatment chamber section/s (if required).

5. Prepare the transition slab (if required).

6. Install the bypass chamber section.

7. Fit the inlet drop pipe and decant pipe (if required).

8. Connect inlet and outlet pipes as required.

9. Backfill to transition slab level.

10. Install the maintenance access chamber section

(if required).

11. Install the frame and access cover/grate.

12. Backfill to finished surface/base course level and

complete surface pavement.

Top: Installation of the base section (step 3)

Middle: Installation of the bypass chamber(step 6)

Bottom:System ready for connection of the inlet and outlet pipes(step 8)


System maintenance

The design of the HumeCeptor® system means that

maintenance is conducted with a vacuum truck which

avoids entry into the unit.

If the HumeCeptor® unit is sized using the PCSWMM

guidelines, a maximum interval of annual maintenance

is recommended.

A typical maintenance procedure includes:

1. Open the access cover.

2. Insert the vacuum hose into the top of the treatment

chamber via the decant (outlet) pipe.

3. Remove the oily water until the level is just below

the lower edge of the decant pipe.

4. Lower a sluice gate into the nearest upstream

junction pit and decant the water from the

treatment chamber into the upstream pit until the

sediment layer is exposed.

5. Remove the sediment layer into the vacuum truck

for disposal.

6. Raise the upstream sluice gate and allow water to

return into the HumeCeptor® unit.

7. Replace the access cover.

FAQs

• Will it capture litter?

The HumeCeptor® system is primarily designed for

hydrocarbon and fine sediment removal, so if litter

is expected from the catchment an upstream GPT

is recommended. However, items such as cigarette

butts, plastic bags and smaller gross pollutants will be

captured by the system.

• Do I need to model a bypass flow for the HumeCeptor®

system in MUSIC?

No, PCSWMM software for the HumeCeptor® system

analyses all flows from the catchment to determine

80% TSS removal on an annual basis. Therefore, the

output efficiency of PCSWMM for the selected model

can be incorporated into a MUSIC treatment node

without a bypass flow.

• How often do I need to undertake maintenance?

A maximum interval of 12 months is recommended,

with 3 months ideal, however, these systems are

designed with a factor of safety, so it will continue to

retain sediment until it is completely full.

• What if the PSD from my site is different to those in

the software?

Humes Water Solutions has the ability to model

a user-defined PSD in PCSWMM software for the

HumeCeptor® system. If you have PSD results contact

us for assistance.

• Do I have to use the model that PCSWMM

software highlights?

No, in most stormwater treatment trains, there are

other measures upstream and/or downstream. Select

the unit size that you need to achieve your desired

removal efficiency in the context of your overall

concept. Remember that selecting a model that

removes less TSS will also remove less TN and TP.

• Is it possible to change the hydrology model defaults

in PCSWMM?

Yes, Humes Water Solutions has the ability to vary

these inputs. Please contact us for further assistance.

• Will the HumeCeptor® system’s treatment chamber

release nutrients?

Over time, captured organic material will break down

and release nutrients in all treatment measures

whether natural or manufactured. As part of a

treatment train, downstream natural measures can

remove the small portion of nutrients released during

dry weather flows. A regular maintenance program will

reduce the amount of break down occurring (Ball and

Powell, 2006).

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References

• Novotny, V and Chesters, G (1981) “Handbook of

Non-Point Pollution Sources and Management”,

John Wiley and Sons, New York.

• Charbeneau ,RJ and Barrett, M.E (1998) “Evaluation of

Methods for Estimating Stormwater Pollutant Loads”,

Water environment research 70 (7): 1,295 - 1,302.

• Ball, J and Abustan, I (1995) “An Investigation of the

Particle Size Distribution During Storm Events on an

Urban Catchment”, Prol. the 2nd Int. Symposium on

Urban Stormwater Management 1995 pp 531 - 535,

IEAUST, Melbourne, Nat. Conf. Pub. 95/3.

• Sartor, J.D and Boyd, G.B (1972) “Water Pollutant

Aspects of Street Surface Contaminants”, US EPA

(EPA - R2 - 72 - 081) Washington, DC.

• Ball, J and Powell, M (2006) “Influence of Anaerobic

Breakdown on the Selection of Appropriate

Urban Stormwater Management Measures”,

SIA Annual Conference.

• Schueler, Tom and David Shepp (1993) “The Quality

of Trapped Sediments and Pool Water Within Oil Grit

Separators in Suburban Maryland”, Metropolitan

Council of Governments.

• Why is the HumeCeptor® system not sized on

flow rate?

The HumeCeptor® system is sized using actual

historical rainfall and an algorithm based on research

(Novotny and Chesters 1981, Charbeneau and Barrett,

1988, Ball and Abustan 1995, Sartor and Boyd 1972)

showing that pollutants build up and wash off a

catchment which is influenced by time, Particle Size

Distribution (PSD), rainfall volume and intensity. These

form a pollutograph that the software uses to calculate

the HumeCeptor® system performance for all flows

in every event over the rainfall period. The software

then recommends the model that will remove a user

selected removal target (usually set to 80%) of TSS load

from all of these events.

• How is the HumeCeptor® system different to a GPT?

The HumeCeptor® system is specifically designed to

target fine sediment and hydrocarbons. Therefore, it is

designed to maintain velocities through the treatment

chamber <0.02 m/s. A GPT is designed to capture

gross pollutants (>1 mm). For a GPT to function in

an equivalent way to a HumeCeptor® system, the

treatment chamber velocity must be <0.02 m/s.

• Why would I use a HumeCeptor® system upstream of

a biofilter?

Using a HumeCeptor® system upstream of a biofilter

acts as a non- scouring sediment forebay, containing

sediment to a confined location for easy removal. This

protects the biofilter and lengthens its lifespan.



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Appendix

HumeCeptor® system technical drawings


Precast solutions

Stormwater

Stormwater treatment

Primary treatment

HumeGard® Gross Pollutant Trap

Secondary treatment

HumeCeptor® hydrodynamic separator

Tertiary treatment

JellyFish® filter

Detention and infiltration

StormTrap® system

Soakwells

Harvesting and reuse

RainVault® system

ReserVault® system

RainVault® Mini system

Precast concrete cubes

Segmental shafts

Stormwater drainage

Steel reinforced concrete pipes – trench

Steel reinforced concrete pipes – salt water cover

Steel reinforced concrete pipes – jacking

Corrugated Metal Pipe (CMP)

Box culverts

Uniculvert® modules

Headwalls

Stormwater pits

Access chambers/Manholes

Kerb inlet systems

Floodgates

Geosynthetics

Sewage transfer and storage

Bridge and platform

Tunnel and shaft

Walling

Potable water supply

Irrigation and rural

Traffic management

Cable and power management

Rail

Top: StormTrap® system

Middle:RainVault® system

Bottom:Segmental shaft

National sales 1300 361 601

humes.com.au

[email protected]

A Division of Holcim Australia

This publication supersedes all previous literature on this subject. As the specifications and details contained in this publication may change please check with Humes Customer Service for confirmation of current issue. This publication provided general information only and is no substitute for professional engineering advice. No representations or warranty is made regarding the accuracy, completeness or relevance of the information provided. Users must make their own determination as to the suitability of this information for their specific circumstances. Humes accepts no liability for any loss or damage resulting from any reliance on the information provided in this publication. Humes is a registered business name and registered trademark of Holcim (Australia) Pty Ltd (Holcim). HumeCeptor is a registered trademark of Holcim. “Strength. Performance. Passion.” is a trademark of Holcim. HumeCeptor is marketed, sold and manufactured by Humes under licence from Imbrium Systems Corp.

© March 2015 Holcim (Australia) Pty Ltd ABN 87 099 732 297. All rights reserved. This guide or any part of it may not be reproduced without prior written consent of Holcim.



H. SPELFilter Brochure

www.spel.com.au

SPELFilterCartridge Filter For Tertiary Stormwater Treatment

Features» Achieves 80% TSS Removal

» Achieves 60% TP Removal

» Achieves 45% TN Removal

» Achieves 100% Gross Pollutant Removal

» Achieves 60% reduction in Copper concentrations

» Achieves 40% reduction in Zinc concentrations

SPEL Applications Engineers are ready to design a custom SPELFilter system to meet the demands of your site.

SPELFilter provides the performance of a biofiltration system without the surface footprint disadvantage of vegetated assets. SPELFilter maximises your land use on constrained sites.

Where intuitive technology meets value.

How it worksThe SPELFilter has an upflow treatment process, through a spiral wrapped media configuration that maximises surface area. The benefit is excellent pollutant removal in a small footprint.

Hydraulic pressure forces water through the filter media, discharges through the centre tube and out through the outlet collection manifold.

Upon completion of a treatment cycle, each cartridge backwashes and effectively dislodges particulates from the filtration layers. This reestablishes filter porosity. The dislodged particles accumulate on the vault floor for easy removal during maintenance.

SPELFilter’s patented design has no moving parts and generates a true siphon effect.

A SPEL Stormceptor Class 1 upstream of the SPELFilter in the treatment train greatly increases the life cycle interval of the SPELFilter as the SPEL Stormceptor Class1 removes the larger gross pollutants, coarse sediments, total suspended solids and hydrocarbons, enabling the SPELFilter to target fine particulate matter and nutrients.

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Spiral DesignSpiral Cross-Section

Filter ConfigurationsValue & BenefitsProven Sand Filter Performance: The uniform size silica-sand filter media provides for higher removal efficiencies than coarser types of media. SPELFilter media is inorganic – it doesn’t leach nitrogen and other nutrients.

Greater flexibility: Due to the significant surface area, designated flow path and high flow capacity, combined with the modular cartridge design, the SPELFilter system can be deployed in a variety of structures including manholes, precast vaults, or cast-in-place structures.

Each system is optimised to suit your specific site and local authority requirements by qualified and experienced professionals.

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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



I. SPEL StormSack Brochure

www.spel.com.au

SPEL StormsackAt-source Gross Pollutant Trap

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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

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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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J. MUSIC Link Results

Project Details

Project: Elara

Report Export Date: 8/12/2017

Catchment Name: 388057 2017-12-08 MUSIC Rev C-JE

Catchment Area: 2.527ha

Impervious Area*: 94.60%

Rainfall Station: 67035 LIVERPOOL(WHITLAM

Modelling Time-step: 6 Minutes

Modelling Period: 1/01/1967 - 31/12/1976 11:54:00 PM

Mean Annual Rainfall: 857mm

Evapotranspiration: 1261mm

MUSIC Version: 6.2.1

MUSIC-link data Version: 6.22

Study Area: Blacktown

Scenario: Blacktown Development

Company Details

Company: Mott MacDonald

Contact: Jocelyn Ellero

Address: Level 10, 383 Kent Street, Sydney, 2000

Phone: 83190909

Email: [email protected]

Treatment Train Effectiveness

Node: Receiving Reduction

Flow 4.74%

TSS 92.7%

TP 62.4%

TN 56.5%

GP 99.7%

Treatment Nodes

Node Type Number

Rain Water Tank Node 4

Detention Basin Node 3

GPT Node 4

Generic Node 3

Source Nodes

Node Type Number

Urban Source Node 16

MUSIC-link Report

* takes into account area from all source nodes that link to the chosen reporting node, excluding Import Data Nodes

Comments

All parameters meet target except for total phosphorus which is just under Council target and was previously dicussed with Council.

NOTE: A successful self-validation check of your model does not constitute an approved model by Blacktown City CouncilMUSIC-link now in MUSIC by eWater – leading software for modelling stormwater solutions

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Passing Parameters

Node Type Node Name Parameter Min Max Actual

Detention SPEL vault (17.4/0.85) % Reuse Demand Met None None 0



GPT Humeceptor 1 Hi-flow bypass rate (cum/sec) None None 100



GPT SPEL StormSack Blacktown Node 2015-05-14 Hi-flow bypass rate (cum/sec) None None 0.011

Rain Rainwater Tank L1 % Reuse Demand Met 80 None 83.1733

Receiving Receiving % Load Reduction None None 4.74

Receiving Receiving GP % Load Reduction 90 None 99.7

Receiving Receiving TN % Load Reduction 45 None 56.5

Receiving Receiving TSS % Load Reduction 85 None 92.7

Urban Bypass Landscape (0.006ha) Area Impervious (ha) None None 0.006

Urban Bypass Landscape (0.006ha) Area Pervious (ha) None None 0

Urban Bypass Landscape (0.006ha) Total Area (ha) None None 0.006

Urban Catchment T1 (0.011ha) Area Impervious (ha) None None 0.011

Urban Catchment T1 (0.011ha) Area Pervious (ha) None None 0

Urban Catchment T1 (0.011ha) Total Area (ha) None None 0.011

Urban Catchment T1 Landscape (0.011ha) Area Impervious (ha) None None 0.011

Urban Catchment T1 Landscape (0.011ha) Area Pervious (ha) None None 0

Urban Catchment T1 Landscape (0.011ha) Total Area (ha) None None 0.011

Urban Central Landscape (0.015ha) Area Impervious (ha) None None 0.015

Urban Central Landscape (0.015ha) Area Pervious (ha) None None 0

Urban Central Landscape (0.015ha) Total Area (ha) None None 0.015

Urban Childcare Centre (0.098ha) Area Impervious (ha) None None 0.098

Urban Childcare Centre (0.098ha) Area Pervious (ha) None None 0

Urban Childcare Centre (0.098ha) Total Area (ha) None None 0.098

Urban Eastern Carpark (0.833ha) Area Impervious (ha) None None 0.833

Urban Eastern Carpark (0.833ha) Area Pervious (ha) None None 0

Urban Eastern Carpark (0.833ha) Total Area (ha) None None 0.833

Urban Eastern Landscape (0.159ha) Area Impervious (ha) None None 0.095

Urban Eastern Landscape (0.159ha) Area Pervious (ha) None None 0.063

Urban Eastern Landscape (0.159ha) Total Area (ha) None None 0.159

Urban Landscaped Swale East (0.014ha) Area Impervious (ha) None None 0

Urban Landscaped Swale East (0.014ha) Area Pervious (ha) None None 0.014

Urban Landscaped Swale East (0.014ha) Total Area (ha) None None 0.014

Urban Landscaped Swale West (0.020ha) Area Impervious (ha) None None 0

Urban Landscaped Swale West (0.020ha) Area Pervious (ha) None None 0.02

Urban Landscaped Swale West (0.020ha) Total Area (ha) None None 0.02

Urban Loading Dock (0.146ha) Area Impervious (ha) None None 0.146

Only certain parameters are reported when they pass validation


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Urban Loading Dock (0.146ha) Area Pervious (ha) None None 0

Urban Loading Dock (0.146ha) Total Area (ha) None None 0.146

Urban Medical Centre (0.175ha) Area Impervious (ha) None None 0.175

Urban Medical Centre (0.175ha) Area Pervious (ha) None None 0

Urban Medical Centre (0.175ha) Total Area (ha) None None 0.175

Urban Retail Pod 1 (0.125ha) Area Impervious (ha) None None 0.125

Urban Retail Pod 1 (0.125ha) Area Pervious (ha) None None 0

Urban Retail Pod 1 (0.125ha) Total Area (ha) None None 0.125

Urban Retail Pod 2 (0.067ha) Area Impervious (ha) None None 0.067

Urban Retail Pod 2 (0.067ha) Area Pervious (ha) None None 0

Urban Retail Pod 2 (0.067ha) Total Area (ha) None None 0.067

Urban Supermarket Roof (0.381ha) Area Impervious (ha) None None 0.381

Urban Supermarket Roof (0.381ha) Area Pervious (ha) None None 0

Urban Supermarket Roof (0.381ha) Total Area (ha) None None 0.381

Urban Western Carpark (0.158ha) Area Impervious (ha) None None 0.158

Urban Western Carpark (0.158ha) Area Pervious (ha) None None 0

Urban Western Carpark (0.158ha) Total Area (ha) None None 0.158

Urban Western Landscape (0.308ha) Area Impervious (ha) None None 0.268

Urban Western Landscape (0.308ha) Area Pervious (ha) None None 0.039

Urban Western Landscape (0.308ha) Total Area (ha) None None 0.308



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Failing Parameters


Rain Rainwater Tank B9 % Reuse Demand Met 80 None 75.09

Rain Rainwater Tank J2 % Reuse Demand Met 80 None 79.56

Rain Rainwater Tank S1 % Reuse Demand Met 80 None 78.1127

Receiving Receiving TP % Load Reduction 65 None 62.4



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K. Landscaping Rainwater Reuse Plan

Pervious landscapearea = 494m2






L. Council Correspondence

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Keenan, Colm

From: Keenan, Colm

Sent: 26 September 2017 16:14

To: '[email protected]'

Cc: McKee, Neil; '[email protected]'

Subject: [388057] Elara Neighbourhood Centre - Temporary OSD

Attachments: PAM Minutes - Elara Local Centre .pdf

Hi Prakash,

Thanks for calling me back this afternoon.

To confirm our conversation today, the Pre-DA Minutes attached request temporary OSD to be provided for the

proposed Elara neighbourhood development (Drainage 2. On Site Detention).

As discussed, the regional OSD as per Cardno drawings CardnoUT-CV-ST01 has been constructed and is operational,

therefore temporary OSD is not required for the proposed Elara Neighbourhood development.

Thanks again,

Colm

Colm Keenan

Civil Engineer

T +61 (0)2 9098 6800 D +61 (0)2 9098 6747

F +61 (0)2 9098 6810

[email protected]

Mott MacDonald

383 Kent Street

Sydney NSW 2000

PO Box Q1678, QVB Sydney, NSW 1230

Australia

Website | Twitter | LinkedIn | Facebook | YouTube Mott MacDonald Australia Pty Limited is a subsidiary of Mott MacDonald International Limited. Registered in Australia, ABN 13 134 120 353

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