11 Talavera Road, Macquarie Park Development Application ... · The existing site is located at 11 Talavera Road, Macquarie Park, NSW, approximately 5km north of the Ryde CBD. It

14 March 2017

CIVIL ENGINEERING SERVICES11 Talavera Road, Macquarie Park

Development Application Report

PROJECT # 5645000

ISSUE Development Application

DATE 14 March 2017

REVISION 2

AUTHOR L. Singh

REVIEWED BY L. Shaughnessy

APPROVED BY M. Cahalane

STATUS Current

PREPARED BY: PREPARED FOR:

WARREN SMITH & PARTNERS PTY LTD DONALD CANT WATTS CORKE

Consulting Engineers

ACN 002 197 088 ABN 36 300 430 126 ABN 38 005 230 446

1st Floor, 123 Clarence Street Level 1, 14 Martin Place

Sydney 2000 NSW Australia Sydney 2000 NSW Australia

T 02 9299 1312 F 02 9290 1295 T 02 9922 4500 F 9922 6017

T:\5645000\Documents\Civil\Reports, Briefs, Letters & Registers\Design Reports\5645000-WS+P-CS-RP - 11 Talavera Rd Macquarie Park DA Report[02].docx

TABLE OF CONTENTS1. INTRODUCTION ................................................................................................................................... 1

1.1 BACKGROUND ........................................................................................................................... 1

2. EXISTING STORMWATER INFRASTRUCTURE .................................................................................. 3

3. AUTHORITY AND REGULATORY REQUIREMENTS........................................................................... 4

3.1 STORMWATER DRAINAGE AND ON-SITE DETENTION (OSD) REQUIREMENTS ................... 4

3.2 WATER SENSITIVE URBAN DESIGN (WSUD) REQUIREMENTS .............................................. 5

3.3 FREEBOARD REQUIREMENTS ................................................................................................. 5

4. PROPOSED STORMWATER DRAINAGE SYSTEM ............................................................................. 6

4.1 STORMWATER DRAINAGE AND OSD REQUIREMENTS .......................................................... 6

4.2 STORMWATER AND OSD SYSTEM ........................................................................................... 8

4.3 ON-SITE DETENTION SYSTEM .................................................................................................. 9

4.4 FLOODING ASSESSMENT ....................................................................................................... 11

4.5 FREEBOARD ............................................................................................................................ 11

5. WATER QUALITY MANAGEMENT .................................................................................................... 12

5.1 POTENTIAL POLLUTANTS GENERATED ............................................................................... 12

5.2 RAINFALL ................................................................................................................................. 12

5.3 RAINFALL RUNOFF PROPERTIES .......................................................................................... 13

5.4 STORMWATER TREATMENT PLAN ........................................................................................ 14

5.5 MUSIC RESULTS ...................................................................................................................... 22

6. SEDIMENT AND EROSION CONTROL .............................................................................................. 23

6.1 SITE PROTECTION MEASURES .............................................................................................. 23

6.2 TEMPORARY STORMWATER SYSTEM (WHERE REQUIRED) ............................................... 24

SCHEDULES

SCHEDULE 1 – EXISTING SURVEY.................................................................................................. 29

SCHEDULE 2 – FLOOD INFORMATION ........................................................................................... 30

SCHEDULE 3 – FLOOD MAPS .......................................................................................................... 31

SCHEDULE 4 – DRAINS RESULTS................................................................................................... 32

SCHEDULE 5 – MUSIC RESULTS ..................................................................................................... 33


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CIVIL ENGINEERING SERVICES1. INTRODUCTION

Warren Smith & Partners (WS+P) has been engaged by Donald Cant Watt Corke (DCWC) to prepare a

development application (DA) report for the development of the existing commercial property at 11

Talavera Road, Macquarie Park. This report outlines the stormwater strategy plan associated with the

proposed development and aims to address the following:-

· Proposed On Site Detention (OSD) and stormwater drainage works;

· Existing and proposed connections to Council drainage;

· Water quality requirements, and;

· Sediment and erosion control.

1.1 BACKGROUND

The existing site is located at 11 Talavera Road, Macquarie Park, NSW, approximately 5km north

of the Ryde CBD. It is proposed that a new commercial building is constructed in the eastern corner

of the property. The development site is bound by commercial buildings to the south and west,

Lane Cove Road to the east and Talavera Road to the north.

The existing conference center and gym/tennis courts are to be demolished and replaced with a

new commercial building. Please refer to Figure 1 for an aerial view of the development site.


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Figure 1: Aerial View of Development Area (Source: SIX Maps)


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2. EXISTING STORMWATER INFRASTRUCTURE

A desktop review and site inspection was carried out in order to determine the existing drainage

infrastructure within the development site. The inspection revealed the following:-

· The development area drains in a southerly direction towards Lane Cove Road;

· There are a number of Council kerb inlet pits located along Lane Cove Road and Talavera Road

surrounding the property.

· An external carpark catchment also drains through the development site.

Please refer to Figure 2 below for an illustration of the site grading and the location of the existing Council

stormwater pits.

Figure 2: Aerial View of Existing Site Conditions

For further details, please refer to Schedule 1 for the RealServe Survey, dated 9th November 2016.


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3. AUTHORITY AND REGULATORY REQUIREMENTS

3.1 STORMWATER DRAINAGE AND ON-SITE DETENTION (OSD)REQUIREMENTS

With reference to the City of Ryde Development Control Plan (DCP) 2010, Part 8.2 Stormwater

Management and the Stormwater Management Technical Manual, dated 26th May 2015, the

council requirements are as follows:-

· Runoff entering the site from upstream properties must not be obstructed, concentrated

or diverted;

· All piped stormwater systems must be designed to cater for storms up to and including

the 5% AEP storm event;

· Overland flows must be designed to cater for storms up to and including the 1% AEP

storm event;

· On-Site Detention (OSD) systems must be designed to ensure that the stormwater

discharged from the area of development for all storm events up to the 1% AEP event

must not exceed the 20% AEP post development stormwater discharge flow that would

occur without an OSD system;

· Where it is proposed for the site to discharge to the kerb and gutter, the Permissible Site

Discharge (PSD) shall be restricted to 30L/s;

· When runoff is entering the development area from upstream catchments, the OSD

systems must be designed to ensure that post development flows from the combined

development area and upstream catchments shall not exceed pre-development flows

during storms from the 20% AEP to the 1% AEP storm events of all durations, and;

· The maximum extent of impervious development area bypassing the OSD system shall

not be greater than 25% of the total impervious development area.


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3.2 WATER SENSITIVE URBAN DESIGN (WSUD) REQUIREMENTS

With reference to the City of Ryde DCP dated 26th May 2015, Part 8.2 WSUD Guidelines, the

WSUD requirements are presented in Table 1 below.

Table 1: WSUD Stormwater Quality Performance Targets

Pollutant Type Target ReductionPercentage (%)

Gross pollutants 90%

Total Suspended Solids 85%

Total Phosphorus 65%

Total Nitrogen 45%

3.3 FREEBOARD REQUIREMENTS

With reference to the City of Ryde Stormwater and Floodplain Management Technical Manual,

the freeboard requirements for the development are 0.3m for commercial areas and 0.15m for

uninhabitable areas. Please refer to Schedule 2 for flood levels adjacent to the development site.


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4. PROPOSED STORMWATER DRAINAGE SYSTEM

4.1 STORMWATER DRAINAGE AND OSD REQUIREMENTS

The total catchment area reticulating through the proposed development site is 0.6836 Ha. The

catchment area is divided into two (2) areas as follows:-

1. A proposed development area of approximately 0.5817 Ha, and;

2. 0.1019 Ha of upstream road catchment reticulating to the proposed development area.

A breakdown of the catchments area is presented in Table 2 below.

Table 2: Breakdown of Catchment Area

Catchment Impervious (Ha) Pervious (Ha) Total Area (Ha)

Roof 0.4006 0.0072 0.4078

Ground Area Draining to OSD Tank 0.1288 0.0228 0.1516

Western Catchment Bypass 0.0157 0.0083 0.0240

Southern Catchment Bypass 0.0193 0.0122 0.0315

Eastern Catchment Bypass 0.0335 0.0352 0.0687

Total 0.5979 0.0857 0.6836

The maximum extent of impervious development area bypassing the OSD system shall not be

greater than 25% of the total impervious development area. For this development, the proposed

impervious bypass area of 0.0685 Ha is 11.5% of the total proposed impervious development

area, therefore satisfying Council’s requirement.

Please refer to Figure 3 for an illustration of the stormwater catchment plan.


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Figure 3: Stormwater Catchment Plan


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4.2 STORMWATER AND OSD SYSTEM

Ryde City Council’s Technical Manual requires that the stormwater discharged from the area of

development for all storm events up to the 1% AEP storm event must not exceed the 20% AEP

post development stormwater discharge flow that would occur without an OSD system. To satisfy

the above condition, it is proposed that one (1) OSD tank is installed and sized to meet this criteria.

It is proposed that two (2) separate pit and pipe systems will capture stormwater runoff and

reticulate to two (2) Council pits located in Lane Cove Road. One (1) pit and pipe system will

reticulate to the OSD tank located in the north west corner of the development site prior to

discharging into the Council stormwater pit. The grated lid on the OSD tank will serve as a

surcharge point for the tank in the unlikely event that the OSD outlet becomes blocked.

The second stormwater network will capture runoff from the eastern bypass area and connect

into a Council pit further east along Lane Cove Road. Please refer to Figure 4 for an illustration

of the proposed stormwater layout plan.

Figure 4: Proposed Stormwater Layout Plan


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4.3 ON-SITE DETENTION SYSTEM

4.3.1 DRAINS MODEL INPUT PARAMATERS

The OSD storage volumes and site discharges have been calculated using a DRAINS

model. DRAINS is a stormwater drainage design and analysis program which

performs hydraulic grade line analysis and generates flows that occur in a drainage

system for a particular AEP storm event.

The catchment characteristic factor values used in the DRAINS model have been

taken from the Ryde City Council DCP and are listed below:-

· Soil Type – Normal 3.0

· Paved (Impervious) Area Depression Storage 1mm

· Supplementary Area Depression Storage 1mm

· Grassed (Pervious) Area Depression Storage 5mm

· Antecedent Moisture Condition 2.5

· Blockage Factor for On-Grade Pits 30%

· Blockage Factor for Sag Pits 50%

The rainfall data has been taken from the Bureau of Meteorology Rainfall IFD Data

System using local coordinates.


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4.3.2 RESULTS

Please refer to Table 3 below for the development area discharge results and

Schedule 4 DRAINS Results for further details.

Table 3: DRAINS Results

Scenario 20% AEP(L/Sec)

10% AEP(L/Sec)

5% AEP(L/Sec)

2% AEP(L/Sec)

1% AEP(L/Sec)

Combined Pre-Development Area& Upstream CatchmentDischarge

244 290 339 397 440

Post Development AreaDischarge (Without OSD Tank) 272 - - - -

Combined Post DevelopmentArea & Upstream CatchmentDischarge (With OSD Tank)

142 155 173 187 239

Details of the resulting OSD tank are presented in Table 4

Table 4: OSD Tank Details

Item Value

OSD Tank

Total catchment area draining to OSD tank 0.5594 Ha

Total Area bypassing OSD tank (%) 18.2%

Diameter of Outgoing Pipe (mm) 300mm

Size of Orifice 238mm

Centre of Orifice (RL mAHD) 49.25

Required OSD Tank Volume (m3) 155.14m3

Top water level (RL mAHD) 51.30

It is proposed that the stormwater be discharged from the OSD tank via a 300mm

diameter pipe, and reticulated via a pit and pipe system to the existing pit located at

the south-western corner of the proposed development in Lane Cove Road. The OSD

tank will be constructed with a sediment collection sump and a trash screen located

immediately upstream of the outlet pipe. It is proposed that a minimum area of 0.6m x

0.6m and a minimum depth of 0.2m below the invert level of the outlet pipe be provided

for the sediment sump. It is also proposed that the trash screen be constructed of

Lysaght Maximesh RH3030.


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4.4 FLOODING ASSESSMENT

The development area at 11 Talavera Road is not classified as a flood risk precinct. The site is

located within the Macquarie Park Catchment, with the Macquarie Park Floodplain Risk

Management Study and Plan indicating that the development area has frontage to minor flooding

on Lane Cove Road in the 5% AEP to the 1% AEP flood events. There is also some minor flooding

experienced at the rear of the property through the access road leading in from Talavera Road

and the carpark adjacent to Building C; however, this does not affect the development area.

Please refer to Schedule 3 for the 5% AEP and 1% AEP flood maps taken from Ryde Council’s

2010 Macquarie Park Floodplain Risk Management Study and Plan.

4.5 FREEBOARD

As per the City of Ryde flood information provided in Schedule 2, the maximum probable flood

levels adjacent to our site vary between 48.12m AHD and 47.12m AHD from south west to south

east along Lane Cove Road.

The commercial areas within the development have been designed with a minimum floor level of

49.00m allowing for the 0.3m freeboard tolerance required. The lowest point of uninhabitable floor

space within the development site is adjacent to the 47.12m AHD flood level and maintains a

minimum 0.15m freeboard as per the City of Ryde’s specification.


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5. WATER QUALITY MANAGEMENT

In order to comply with Ryde City Council’s requirements for the adequate treatment of stormwater runoff,

treatment solutions have been provided for the development area to remove suspended solids and

nutrients prior to being discharged from site.

5.1 POTENTIAL POLLUTANTS GENERATED

The pollutants that could be potentially generated as a result of the development are as follows:-

· Litter;

· Sediments;

· Nutrients (Nitrogen and Phosphorus), and;

· Hydrocarbons

The development has been modelled to demonstrate the performance of the stormwater

treatment system utilising a program called MUSIC (Model for Urban Stormwater Improvements

Conceptualisation). MUSIC models the proposed stormwater treatment devices and estimates

their respective performance against the performance targets of the project. The pollutants

modelled in MUSIC are Gross Pollutants (GP), Total Suspended Solids (TSS), Total Phosphorus

(TP) and Total Nitrogen (TN).

5.2 RAINFALL

The rainfall data used in the MUSIC model was based on the Bureau of Meteorology data and is

presented in Table 5 below.

Table 5: Rainfall Data for MUSIC Modelling

Rainfall Station Rainfall Period Rainfall Period Dates Time Step

066037 Sydney Airport AMO 10 years 1 Jan 1988 – 31 Dec 1998 6 minutes

The average potential evapotranspiration (PET) data used in the MUSIC model was based on the

average monthly PET data for the Sydney region and is presented in Table 6.

Table 6: Monhtly Evapotranspiration Data for MUSIC Modelling

Month Jan Feb Mar Apr May Jun Jul Aug Sep Oct Nov Dec

PET (mm) 180 135 128 85 58 43 43 58 88 127 152 163


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5.3 RAINFALL RUNOFF PROPERTIES

In accordance with the Ryde City Council WSUD MUSIC Modelling Guidelines, dated March

2009, Table 7 and Table 8 present the rainfall runoff properties which have been used.

Table 7: Soil Properties for MUSIC Source Nodes

Parameter Units Urban

Impervious Area ParametersRainfall Threshold mm 1.4

Pervious Area Parameters

Soil Capacity mm 170

Initial Storage % 30

Field Capacity mm 70

Infiltration Capacity Coefficient – a 210

Infiltration Capacity Coefficient – b 4.7

Groundwater Properties

Initial depth mm 10

Daily Recharge Rate % 50

Daily Baseflow Rate % 4

Deep Seepage % 0

Table 8: Stormwater Water Quality Parameters for MUSIC Source Nodes

Land-Use Category

Log10TSS (mg/L) Log10TP (mg/L) Log10TN (mg/L)

StormFlow

BaseFlow

StormFlow

BaseFlow

StormFlow

BaseFlow

General Urban

MeanStd Dev

2.150.32

1.200.17

-0.600.25

-0.850.19

0.300.19

0.110.12

Residential

Industrial

Commercial

Forest/Natural MeanStd Dev

1.600.32

0.780.17

-1.100.25

-1.520.19

-0.050.19

-0.520.12

Road Areas MeanStd Dev

2.430.32

**

-0.300.25

**

0.340.19

**

Roof Areas MeanStd Dev

1.300.32

**

-0.890.25

**

0.300.19

**

*Base flows are only generated from pervious areas; therefore these parameters are not relevant to impervious areas


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5.4 STORMWATER TREATMENT PLAN

It is proposed that the stormwater discharged from the proposed development site will pass

through a treatment system prior to entering the existing stormwater system. The upstream road

catchment shall also be treated as it reticulates to the OSD tank. Treatment will be provided by

Enviropod filter baskets and stormfilters.

It is proposed that six (6) grated stormwater pits on site will be fitted with enviropod filter baskets.

These are a pre-treatment device used to capture pollutants entering the system while allowing

the stormwater to pass through the pit into the piped system. An Enviropod is a pit basket fitted

with a monofilament 200 micron pore size filter bag that removes gross pollutants such as

sediment, trash and debris, as well as suspended solids. Please refer to Figure 5 for an illustration

of a typical Enviropod.

Figure 5: Typical Enviropod Filter

It is also proposed that thirty (30) 690mm Psorb Stormfilter cartridges, supplied by Stormwater

360, be installed within the OSD tank to provide further treatment to the stormwater prior to

discharging from site. A stormfilter cartridge system is provided to remove any remaining

suspended sediments and nutrients which have entered the stormwater system. Please refer to

Figure 6 for an illustration of a typical Stormfilter.

Figure 6: Typical Stormfilter


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5.5 MUSIC RESULTS

The stormwater quality treatment system has been modelled using MUSIC; please see Figure 7

for details of the stormwater treatment plan.

Figure 7: Stormwater Treatment Plan

The numerical MUSIC modelling results are summarised in Table 9 below and attached in

Schedule 5.

Table 9: Percentage Based Pollutant Load Reduction Results

Sources(kg/yr)

ResidualLoad (kg/yr)

Reduction(%)

Ryde CityCouncil

Target (%)

Gross Pollutants (GP) 152 1.04 99.3 90

Total Suspended Solids (TSS) 621 90.1 85.5 85

Total Phosphorus (TP) 1.49 0.338 77.3 65

Total Nitrogen (TN) 13.1 6.56 49.8 45


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6. SEDIMENT AND EROSION CONTROL

The Contractor for the works is required to provide Sedimentation and Erosion Control in accordance

with the general requirements outlined below.

6.1 SITE PROTECTION MEASURES

It is proposed to provide the following in order to inhibit the movement of sediment off the site

during the demolition and construction phases.

6.1.1 SITE ACCESS

Construction vehicles leaving the site shall be required to pass over a Temporary

Construction Vehicle Entry consisting of a 1.5m long by 3m wide ‘cattle rack’.

6.1.2 SEDIMENT CONTROL

All exposed earth areas where it may be possible for runoff to transport silt down slope

shall be protected with a sediment and erosion control silt fence generally installed along

the boundaries of the site.

The fence will be constructed in accordance with details provided by the Department of

Conservation and Land Management incorporating geotextile fabric which will not allow

suspended particles greater than 50mg/L non-filterable solids to pass through, and as

such comply with the appropriate provisions of the Clean Waters Act 1970.

The construction of the silt fence will include the following:-

· Geotextile fabric buried to a maximum of 100mm below the surface;

· Overlapping any joins in the fabric;

· Turning up on the ends for a length of 1 metre in order to prevent volumes

of suspended solids escaping in a storm event;

· Any Council owned road kerb entry and or gully pits will be protected by

Atlantis Filter Bales and EcoSock. Additional protection will be provided

by inserting Water Clean Filter Cartridges into the gully opening, and;

· Internal site drainage pits shall be protected by Sediment Traps

consisting of hay bales.


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6.2 TEMPORARY STORMWATER SYSTEM (WHERE REQUIRED)

Site runoff within the zones of the excavation will be drained into a central holding well within the

excavation. Runoff will be allowed to settle out suspended particles and debris, and an acceptable

water of 50mg per litre of Non Filterable Residues (NFR) is required to be achieved prior to

discharge.

6.2.1 DUST CONTROL

The following dust control procedures will be adhered to:

· Loose loads entering or leaving the site will be securely covered by a

tarpaulin or like material in accordance with RMS and local Council

Guidelines.

· Soil transport vehicles will use the single main access to the site.

· There will be no burning of any materials on site.

· Water sprays will be used across the site to suppress dust. The water will

be applied either by water sprinklers or water carts across ground

surfaces whenever the surface has dried out and has the potential to

generate visible levels of dust either by the operation of equipment over

the surface or by wind. The watercraft will be equipped with a pump and

sprays.

· Spraying water at the rate of not less than three (3) L/s and not less than

700kPa pressure. The area covered will be small enough that surfaces

are maintained in a damp condition and large enough that runoff is not

generated. The water spray equipment will be kept on site during the

construction of the works.

· During excavation all trucks/machinery leaving the site will have their

wheels washed and/or agitated prior to travelling on Council Roads.

· Fences will have shade cloth or similar fabric fixed to the inside of the

fence.

6.2.2 MAINTENANCE

· It will be the responsibility of the site foreman for the building contractor

to ensure sediment and erosion control devices on site are maintained.

The devices shall be checked daily and the appropriate maintenance

undertaken as necessary.


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· Prior to the closing of the site each day, the road shall be swept and

materials deposited back onto the site.

· Gutters and roadways will be kept clean regularly to maintain them free

of sediment.

· Appropriate covering techniques, such as the use of plastic sheeting will

be used to cover excavation faces, stockpiles and any unsealed surfaces;

· If dust is being generated from a given surface, and water sprays fail;

· If fugitive emissions have the potential to cause the ambient as quality to

foul the ambient air quality;

· The area of soils exposed at any one time will be minimised wherever

possible by excavating in a localised progressive manner over the site;

and,

· Materials processing equipment suitable comply with regulatory

requirements. The protection will include the covering of feed openings

with rubber curtains or socks.

It is considered that by complying with the above, appropriate levels of protection are

afforded to the site and the adjacent public roads, footpaths and environment.


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SCHEDULE 1 – EXISTING SURVEY

DESCRIPTION:

CONTOUR INTERVAL : N/A

ORIGIN OF LEVELS : SSM 24939

SHEET No. 1 OF 1

L.G.A. : RYDE

LOCALITY : MACQUARIE PARK

DATUM : A.H.D/ASSUMED DATE : 9-11-2016

CHECKED : AK

DRAWN : MN

SURVEY : MN

REF :

REVDATE COMMENTS

61622MN

DEXUSPLAN PREPARED FOR: SCALE : 1:200 @ A1

OVER PART OF LOT 2 IN DP 1014894BEING No. 11, TALAVERA RD, MACQUARIE PARK, NSW

PLAN SHOWING SELECT DETAIL & LEVELS

∃ΩΚΝΦΚΠΙ /ΓΧΥΩΤΓΟΓΠς 5ΡΓΕΚΧΝΚΥς

5ςΧΤς ΕΘΠΗΚΦΓΠς

#ΩΥςΤΧΝΚΧ 0ΓΨ <ΓΧΝΧΠΦ%ΘΠΥΩΝςΚΠΙ .ΧΠΦ 5ΩΤΞΓ[ΘΤΥ

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ΡϑΨΨΨ ΤΓΧΝΥΓΤΞΓ ΕΘΟ ΧΩ

39°55'40" 85.53

354°54

'30"

7.07

309°55'40"65.405

309°55'40"

171.42O

/A

MGA

DP 1078753

TALAVER

AR

OA

D

LANE COVE ROAD

2DP 1014894

4DP 1014894

THESE NOTES ARE AN INTEGRAL PART OF THIS PLAN. THEINFORMATION SHOWN ON THIS PLAN OR IN THE ASSOCIATED CAD FILEIS SUPPLIED ON THE CONDITION THAT THESE GENERAL NOTES AREALWAYS SHOWN\KEPT ON ANY COPY OR EXTRACT OF THE HARDCOPY\DATA FILE.

GENERAL NOTES

INFORMATION SHOWN ON THE SUPPLIED HARD COPIES TAKESPRECEDENCE OVER ANY DIGITAL OR ELECTRONIC DATA.

LEVELS ARE BASED ON AUSTRALIAN HEIGHT DATUM (AHD) THE ORIGINOF WHICH IS SSM 24939 RL 49.35 AHD (SOURCE: SCIMS 7-11-16).

THIS PLAN HAS BEEN PREPARED FOR FEATURE & LEVEL PURPOSESONLY OVER THE SUBJECT SURVEY AREA.

THE BOUNDARIES HAVE NOT BEEN SURVEYED. BOUNDARIES, DIMENSIONS& AREAS HAVE BEEN COMPILED FROM PLANS & RECORDS OBTAINED FROMLAND & PROPERTY INFORMATION N.S.W AND ARE SUBJECT TO FINALSURVEY.

THE LOCATION OF EASEMENTS HAVE BEEN COMPILED FROM PLANS &RECORDS OBTAINED FROM LAND & PROPERTY INFORMATION N.S.W ANDARE SUBJECT TO FINAL SURVEY.

THE RECORDS OF THE SERVICE AUTHORITIES HAVE NOT BEENINVESTIGATED. ONLY THOSE SERVICES VISIBLE AT THE TIME OFSURVEY HAVE BEEN SHOWN

THE LOCATION & LEVELS OF BUILDING RIDGES AND ROOF FEATURESHAVE BEEN DETERMINED BY INDIRECT METHODS (WHERE VISIBLE) &ACCURATE TO APPROXIMATELY +/- 0.025m

TR : SAPLINGTR2 : TREE APPROX. 0.2Ø TRUNK 4 SPREAD & HEIGHTTR3 : TREE APPROX. 0.3Ø TRUNK 6 SPREAD & HEIGHTTR4 : TREE APPROX. 0.4Ø TRUNK 8 SPREAD & HEIGHTTR5 : TREE APPROX. 0.5Ø TRUNK 10 SPREAD & HEIGHTTR6 : TREE APPROX. 0.6Ø TRUNK 12 SPREAD & HEIGHTTR8 : TREE APPROX. 0.8Ø TRUNK 16 SPREAD & HEIGHTTR10 : TREE APPROX. 1.0Ø TRUNK 20 SPREAD & HEIGHTTR12 : TREE APPROX. 1.2Ø TRUNK 24 SPREAD & HEIGHT

DENOTES TREE POSITION (NOT TO SCALE).REFER TO LEGEND FOR APPROXIMATE TREE SIZE.

IF ANY CONSTRUCTION OR DESIGN WORK IS PLANNED WHICH RELIES ONCRITICAL SETBACKS FROM BOUNDARIES, IT IS STRONGLY RECOMMENDED AFULL BOUNDARY SURVEY BE UNDERTAKEN & BOUNDARY/SETOUT MARKSPLACED PRIOR TO DESIGN BEING FINALISED & COMMENCEMENT OF ANYWORKS.

(B)

(G) RIGHT OF ACCESS 6.8 WIDE, 7 WIDE AND VARIABLE(Q) EASEMENT FOR SERVICES 1.5 WIDE, 2 WIDE AND 3 WIDE

LEASE TO AUSGRID(R)- RIGHT OF WAY FOR ELECTRICITY PURPOSES (VIDE DEALING AA946209)

AF - ARCHITECTURAL FEATUREAWN - AWNINGBK - BACK OF KERBBOL - BOLLARDBUS - BUS STOP AWNINGCO - CONCRETECOL - COLUMNCONC - CONCRETEDR - DRAINELP - POWER & LIGHTFH - FIRE HYDRANTFL - FLOOR LEVELGB - GARDEN BED/BORDERGMF - GLASS METAL FENCEGP - GRATED PITIK - INVERT KERBINV - INVERT OF PITLM - LINE MARKINGLT - LIGHT POLELTG - LIGHT IN GROUNDMH - MAN HOLENS - NATURAL SURFACERT - ROOF TOP HEIGHT (APPROX)RW - RETAINING WALLRWT - RETAINING WALL TOPSLH - SEWER LAMP HOLESMH - SEWER MAN HOLESRRW - SLOPED ROCK RETAINING WALLSS - STREET SIGNAGESTR - STAIRSSTR-OH - STAIRS OVERHANGSV - STOP VALVETAP - WATER TAPTEL - TELSTRA PITTG - TOP GUTTER HEIGHT (APPROX)TK - TOP OF KERB (GENERALLY 0.15 HIGH)TL - TRAFFIC LIGHTUC - UNCLASSIFIED SERVICES

SCHEDULE ABBREVIATIONS

BENCH MARKNAIL IN CONCRL 51.56 AHD

1086420

SCALE 1 : 200

(G)

(G)(G)

(Q)(Q)

(Q)

(Q)

(R)

(R)

(R)

(R)

(Q)

(Q)

(Q)


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SCHEDULE 2 – FLOOD INFORMATION

FLOOD INFORMATION REQUEST Property Address: No. 11 Talavera Road, Macquarie Park Issue Date: 22 November 2016 Flood Study Reference: Macquarie Park Flood Study Report (April 2010) Flood Model Reference: TUFLOW Model (July2010)

Flood Level Location Map

Flood Level Data Table

Location 20 Year ARI Flood (m AHD)

100 Year ARI Flood (m AHD)

Probable Maximum Flood (m AHD)

A 47.76 47.78 47.90 B 46.81 46.85 47.03 C 46.77 46.80 47.15 D 46.74 46.76 47.12 E 48.05 48.06 48.12

Notes:

All levels are based on Australian Height Datum (AHD).

Flood levels are indicative only.

The flood levels were derived using Areal Laser Survey (ALS) data which is considered as approximate.

This flood level information is for existing site conditions only.

For any new development proposal with different footprint, concept plans are required.

The floor levels of the proposed habitable floor area should be set with a free board of 300 mm (Low Risk) and 500 mm (Medium Risk and High Risk) to the 100 year ARI flood level. A free board of 150 mm is applicable for non habitable floor areas. Refer City of Ryde Development Control Plan 2014.

A site specific flood study / risk assessment may be required for any future development. Engage a suitably qualified engineer to assist you in this matter. Any study or assessment shall be in accordance with the NSW Government’s Floodplain Development Manual 2005 and the City of Ryde Development Control Plan 2014.

Site specific ground and building survey levels should be used to relate flood levels and to assess the impact of flooding.


> 31

SCHEDULE 3 – FLOOD MAPS

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Mapping LimitMapping LimitMapping LimitMapping LimitMapping LimitMapping LimitMapping LimitMapping LimitMapping LimitMapping LimitMapping LimitMapping LimitMapping LimitMapping LimitMapping LimitMapping LimitMapping LimitMapping LimitMapping LimitMapping LimitMapping LimitMapping LimitMapping LimitMapping LimitMapping LimitMapping LimitMapping LimitMapping LimitMapping LimitMapping LimitMapping LimitMapping LimitMapping LimitMapping LimitMapping LimitMapping LimitMapping LimitMapping LimitMapping LimitMapping LimitMapping LimitMapping LimitMapping LimitMapping LimitMapping LimitMapping LimitMapping LimitMapping LimitMapping Limit

LGA Boundary

Lane Cove RiverLane Cove RiverLane Cove RiverLane Cove RiverLane Cove RiverLane Cove RiverLane Cove RiverLane Cove RiverLane Cove RiverLane Cove RiverLane Cove RiverLane Cove RiverLane Cove RiverLane Cove RiverLane Cove RiverLane Cove RiverLane Cove RiverLane Cove RiverLane Cove RiverLane Cove RiverLane Cove RiverLane Cove RiverLane Cove RiverLane Cove RiverLane Cove RiverLane Cove RiverLane Cove RiverLane Cove RiverLane Cove RiverLane Cove RiverLane Cove RiverLane Cove RiverLane Cove RiverLane Cove RiverLane Cove RiverLane Cove RiverLane Cove RiverLane Cove RiverLane Cove RiverLane Cove RiverLane Cove RiverLane Cove RiverLane Cove RiverLane Cove RiverLane Cove RiverLane Cove RiverLane Cove RiverLane Cove RiverLane Cove River

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0.2 to 0.4

0.1 to 0.2

LEGENDWater Depth (m)

1.5 to 2.0

0.6 to 0.8

0.4 to 0.6

0.8 to 1.0

1.0 to 1.5

> 2.0

Job No: J1609File: Fig7_MP_Exg20y_02Date: 4 May 10

City of Ryde - Macquarie Park Floodplain Risk Management Study and Plan

Figure 7Simulation of 20 Year ARI Flood

0000000000000000000000000000000000000000000000000 400400400400400400400400400400400400400400400400400400400400400400400400400400400400400400400400400400400400400400400400400400400400400400400400400 800800800800800800800800800800800800800800800800800800800800800800800800800800800800800800800800800800800800800800800800800800800800800800800800800

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> 32

SCHEDULE 4 – DRAINS RESULTS

Project: 11 Talavera Road, Macquarie ParkProject No.: 5645000Drawing Title: Proposed Combined Catchment (With OSD) Node DiagramDate: 14 March 2017

Project: 11 Talavera Road, Macquarie ParkProject No.: 5645000Drawing Title: Proposed Combined Catchment (With OSD) 20% AEP Storm Event ResultsDate: 14 March 2017

Proposed Combined Catchment DRAINS Model - 20% AEP Storm Event Results

DRAINS results prepared from Version 2017.05

PIT / NODE DETAILS Version 8Name Max HGL Max Pond Max Surface Max Pond Min Overflow Constraint

HGL Flow Arriving Volume Freeboard (cu.m/s)(cu.m/s) (cu.m) (m)

Pit GD1 50.55 0.016 0.78 0 Inlet CapacityPit1/1 50.25 0 2.6 NonePit2/1 49.41 0.001 3.29 0 NonePit3/1 49.1 0.005 2.1 0 NonePit 4/1 48.86 0.001 1.08 0 NonePit5/1 45.64 0.004 3.36 0 NoneP2000300 45.04 0 1.04 0 NoneN2000150 44.98 0Pit GD2 51.99 0.016 0.41 0 NonePit GD3 51.95 0.013 0.75 0 NonePit GD4 52.02 0.016 0.38 0 NonePit GD5 49.43 0.003 0.67 0 NonePit1/3 48.32 0.015 0.68 0.002 Inlet CapacityPit2/3 47.42 0.011 1.58 0 NoneP2100200 46.91 0 1.18 0 NoneP2100100 45.63 0 1.15 0 NonePit GD6 48.34 0.008 0.66 0 NoneN1788 44.98 0.244N7968 46.21 0.244

SUB-CATCHMENT DETAILSName 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)

CatGD1 0.016 0.012 0.004 0.84 1.31 0 AR&R 5 year, 5 minutes storm, average 151 mm/h, Zone 1Cat Basin 0.17 0.164 0.005 1 1 0 AR&R 5 year, 5 minutes storm, average 151 mm/h, Zone 1Cat2/1 0.001 0 0.001 0 4.47 0 AR&R 5 year, 2 hours storm, average 32.6 mm/h, Zone 1Cat3/1 0.005 0.004 0.001 0.72 0.99 0 AR&R 5 year, 5 minutes storm, average 151 mm/h, Zone 1Cat 4/1 0.001 0 0.001 1.14 1.21 0 AR&R 5 year, 2 hours storm, average 32.6 mm/h, Zone 1Cat 5/1 0.004 0 0.004 0 2.48 0 AR&R 5 year, 2 hours storm, average 32.6 mm/h, Zone 1CatGD2 0.016 0.015 0.001 1.5 1.75 0 AR&R 5 year, 5 minutes storm, average 151 mm/h, Zone 1CatGD3 0.013 0.011 0.002 1.34 0.84 0 AR&R 5 year, 5 minutes storm, average 151 mm/h, Zone 1Cat GD4 0.016 0.016 0.001 3.6 5.18 0 AR&R 5 year, 5 minutes storm, average 151 mm/h, Zone 1Cat GD5 0.003 0.003 0 0.62 0 0 AR&R 5 year, 5 minutes storm, average 151 mm/h, Zone 1Cat1/3 0.015 0.003 0.012 2.57 4.63 0 AR&R 5 year, 2 hours storm, average 32.6 mm/h, Zone 1Cat2/3 0.01 0.01 0 5.32 0 0 AR&R 5 year, 5 minutes storm, average 151 mm/h, Zone 1Cat GD6 0.008 0.008 0 2.05 0 0 AR&R 5 year, 5 minutes storm, average 151 mm/h, Zone 1Cat Pre-Dev 0.244 0.144 0.105 3.42 5.58 0 AR&R 5 year, 2 hours storm, average 32.6 mm/h, Zone 1

Project: 11 Talavera Road Job No.: 5645000 Date: 14 March 2017

Outflow Volumes for Total Catchment (0.96 impervious + 0.41 pervious = 1.37 total ha)Storm Total Rainfall Total Runoff Impervious Runoff Pervious Runoff

cu.m cu.m (Runoff %) cu.m (Runoff %) cu.m (Runoff %)AR&R 5 year, 5 minutes storm, average 151 mm/h, Zone 1 172.04 128.97 (75.0%) 110.91 (92.1%) 18.06 (35.0%)AR&R 5 year, 10 minutes storm, average 117 mm/h, Zone 1 266.6 214.36 (80.4%) 177.14 (94.9%) 37.22 (46.6%)AR&R 5 year, 30 minutes storm, average 70.3 mm/h, Zone 1 480.57 401.57 (83.6%) 327.00 (97.2%) 74.57 (51.8%)AR&R 5 year, 1 hour storm, average 48.5 mm/h, Zone 1 663.09 560.18 (84.5%) 454.82 (97.9%) 105.36 (53.0%)AR&R 5 year, 2 hours storm, average 32.6 mm/h, Zone 1 891.39 757.14 (84.9%) 614.72 (98.5%) 142.42 (53.3%)AR&R 5 year, 3 hours storm, average 25.6 mm/h, Zone 1 1050.04 893.84 (85.1%) 725.82 (98.7%) 168.02 (53.4%)AR&R 5 year, 6 hours storm, average 17.0 mm/h, Zone 1 1394.61 1179.64 (84.6%) 967.14 (99.0%) 212.50 (50.9%)

PIPE DETAILSName Max Q Max V Max U/S Max D/S Due to Storm

(cu.m/s) (m/s) HGL (m) HGL (m)Pipe GD1 0.017 1.31 50.501 50.253 AR&R 5 year, 2 hours storm, average 32.6 mm/h, Zone 1Pipe1/1 0.032 0.54 50.244 50.241 AR&R 5 year, 2 hours storm, average 32.6 mm/h, Zone 1Pipe B 0.106 1.49 49.471 49.414 AR&R 5 year, 2 hours storm, average 32.6 mm/h, Zone 1Pipe2/1 0.106 1.63 49.29 49.099 AR&R 5 year, 2 hours storm, average 32.6 mm/h, Zone 1Pipe 3/1 0.108 2.02 49.023 48.864 AR&R 5 year, 2 hours storm, average 32.6 mm/h, Zone 1Pipe 4/1 0.111 3.03 48.764 48.271 AR&R 5 year, 2 hours storm, average 32.6 mm/h, Zone 1Pipe5/1 0.12 4.43 45.442 45.133 AR&R 5 year, 1 hour storm, average 48.5 mm/h, Zone 1Pipe 2000150 0.142 1.84 45.041 44.98 AR&R 5 year, 30 minutes storm, average 70.3 mm/h, Zone 1Pipe GD2 0.016 1.21 51.933 51.865 AR&R 5 year, 5 minutes storm, average 151 mm/h, Zone 1Pipe GD3 0.012 1.47 51.871 51.853 AR&R 5 year, 5 minutes storm, average 151 mm/h, Zone 1Pipe GD4 0.016 1.22 51.944 51.875 AR&R 5 year, 5 minutes storm, average 151 mm/h, Zone 1Pipe GD5 0.003 1.14 49.381 49.22 AR&R 5 year, 5 minutes storm, average 151 mm/h, Zone 1Pipe1/3 0.013 1.26 48.241 48.2 AR&R 5 year, 2 hours storm, average 32.6 mm/h, Zone 1Pipe2/3 0.023 2.48 47.315 46.955 AR&R 5 year, 30 minutes storm, average 70.3 mm/h, Zone 1Pipe 2100200 0.023 1.54 46.895 45.641 AR&R 5 year, 30 minutes storm, average 70.3 mm/h, Zone 1Pipe 2100100 0.023 1.23 45.621 45.041 AR&R 5 year, 30 minutes storm, average 70.3 mm/h, Zone 1Pipe GD6 0.008 9.02 48.265 48.039 AR&R 5 year, 5 minutes storm, average 151 mm/h, Zone 1

CHANNEL DETAILSName Max Q Max V Due to Storm

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

OVERFLOW ROUTE DETAILSName Max Q U/S Max Q D/S Safe Q Max D Max DxV Max Width Max V Due to StormOF GD1 0 0 0.106 0 0 0 0OF 2/1b 0 0 0.417 0 0 0 0OF 2/1a 0 0 0.333 0 0 0 0OF 3/1 0 0 0.356 0 0 0 0OF 4/1 0 0 0.429 0 0 0 0OF5/1 0 0 0.411 0 0 0 0OF2000150 0 0 0.412 0 0 0 0OF GD2 0 0 0.013 0 0 0 0OF GD3 0 0 0.013 0 0 0 0OF GD4 0 0 0.371 0 0 0 0OF GD5 0 0 0.369 0 0 0 0


OF1/3 0.002 0.002 0.013 0.034 0.01 0.34 0.37 AR&R 5 year, 2 hours storm, average 32.6 mm/h, Zone 1OF2/3 0 0 0.434 0 0 0 0OF 2100200 0 0 0.44 0 0 0 0OF 2100100 0 0 0.307 0 0 0 0OF GD6 0 0 0.386 0 0 0 0OF Pre-Dev 0.244 0.244 0.412 0.128 0.23 2.9 1.82 AR&R 5 year, 2 hours storm, average 32.6 mm/h, Zone 1

DETENTION BASIN DETAILSName Max WL MaxVol Max Q Max Q Max Q

Total Low Level High LevelBasin2 50.24 84 0.106 0.106 0

CONTINUITY CHECK for AR&R 5 year, 2 hours storm, average 32.6 mm/h, Zone 1Node Inflow Outflow Storage Change Difference

(cu.m) (cu.m) (cu.m) %Pit GD1 22.71 22.62 0 0.4Pit1/1 46.56 46.56 0 0Basin2 347.07 343.5 3.57 0Pit2/1 344.09 344.16 0 0Pit3/1 350.96 350.87 0 0Pit 4/1 356.47 356.43 0 0Pit5/1 373.12 373.18 0 0P2000300 406.94 406.72 0 0.1N2000150 406.72 406.72 0 0Pit GD2 23.92 23.82 0 0.4Pit GD3 18.19 18.21 0 -0.1Pit GD4 25.35 25.35 0 0Pit GD5 4.3 4.3 0 -0.1Pit1/3 16.82 16.82 0 0Pit2/3 33.77 33.77 0 0P2100200 33.77 33.76 0 0P2100100 33.76 33.75 0 0Pit GD6 12.39 12.42 0 -0.3N1788 346.38 346.38 0 0N7968 346.26 346.38 0 0Street 0.2 0.2 0 0Lower Ground 0 0 0 0

Run Log for 5645000 run at 10:58:02 on 14/3/2017

No water upwelling from any pit. Freeboard was adequate at all pits.The maximum flow in the following overflow routes is unsafe: OF 4/1, OF GD2 No water upwelling from any pit. Freeboard was adequate at all pits.The maximum flow in the following overflow routes is unsafe: OF 4/1, OF GD2







Pit GD1 50.56 0.018 0.77 0 Inlet CapacityPit1/1 50.47 0 2.38 NonePit2/1 49.49 0.001 3.21 0 NonePit3/1 49.12 0.005 2.08 0 NonePit 4/1 48.88 0.001 1.06 0 NonePit5/1 45.72 0.005 3.28 0 NoneP2000300 45.05 0 1.03 0 NoneN2000150 44.98 0Pit GD2 52.03 0.018 0.37 0 NonePit GD3 51.98 0.014 0.72 0 Inlet CapacityPit GD4 52.06 0.018 0.34 0 NonePit GD5 49.43 0.003 0.67 0 NonePit1/3 48.33 0.017 0.67 0.002 Inlet CapacityPit2/3 47.44 0.013 1.56 0 NoneP2100200 46.92 0 1.17 0 NoneP2100100 45.63 0 1.15 0 NonePit GD6 48.35 0.009 0.65 0 NoneN1788 44.98 0.29N7968 46.21 0.29



CatGD1 0.018 0.013 0.005 0.81 1.25 0 AR&R 10 year, 5 minutes storm, average 169 mm/h, Zone 1Cat Basin 0.19 0.184 0.006 1 1 0 AR&R 10 year, 5 minutes storm, average 169 mm/h, Zone 1Cat2/1 0.001 0 0.001 0 4.24 0 AR&R 10 year, 2 hours storm, average 37.1 mm/h, Zone 1Cat3/1 0.005 0.004 0.001 0.69 0.95 0 AR&R 10 year, 5 minutes storm, average 169 mm/h, Zone 1Cat 4/1 0.001 0 0.001 1.08 1.15 0 AR&R 10 year, 2 hours storm, average 37.1 mm/h, Zone 1Cat 5/1 0.005 0 0.005 0 2.36 0 AR&R 10 year, 2 hours storm, average 37.1 mm/h, Zone 1CatGD2 0.018 0.017 0.001 1.43 1.67 0 AR&R 10 year, 5 minutes storm, average 169 mm/h, Zone 1CatGD3 0.014 0.012 0.002 1.28 0.8 0 AR&R 10 year, 5 minutes storm, average 169 mm/h, Zone 1Cat GD4 0.018 0.018 0.001 3.44 4.95 0 AR&R 10 year, 5 minutes storm, average 169 mm/h, Zone 1Cat GD5 0.003 0.003 0 0.59 0 0 AR&R 10 year, 5 minutes storm, average 169 mm/h, Zone 1Cat1/3 0.017 0.003 0.014 2.44 4.4 0 AR&R 10 year, 2 hours storm, average 37.1 mm/h, Zone 1Cat2/3 0.011 0.011 0 5.09 0 0 AR&R 10 year, 5 minutes storm, average 169 mm/h, Zone 1Cat GD6 0.009 0.009 0 1.96 0 0 AR&R 10 year, 5 minutes storm, average 169 mm/h, Zone 1Cat Pre-Dev 0.29 0.173 0.117 1.77 2.89 0 AR&R 10 year, 5 minutes storm, average 169 mm/h, Zone 1





(cu.m/s) (m/s) HGL (m) HGL (m)Pipe GD1 0.018 1.28 50.506 50.471 AR&R 10 year, 5 minutes storm, average 169 mm/h, Zone 1Pipe1/1 0.035 0.5 50.461 50.46 AR&R 10 year, 5 minutes storm, average 169 mm/h, Zone 1Pipe B 0.114 1.62 49.557 49.492 AR&R 10 year, 2 hours storm, average 37.1 mm/h, Zone 1Pipe2/1 0.115 1.65 49.29 49.125 AR&R 10 year, 2 hours storm, average 37.1 mm/h, Zone 1Pipe 3/1 0.117 1.94 49.062 48.88 AR&R 10 year, 2 hours storm, average 37.1 mm/h, Zone 1Pipe 4/1 0.12 3.16 48.769 48.28 AR&R 10 year, 2 hours storm, average 37.1 mm/h, Zone 1Pipe5/1 0.13 4.8 45.442 45.141 AR&R 10 year, 1 hour storm, average 54.8 mm/h, Zone 1Pipe 2000150 0.155 1.92 45.047 44.98 AR&R 10 year, 30 minutes storm, average 79.2 mm/h, Zone 1Pipe GD2 0.018 1.22 51.947 51.875 AR&R 10 year, 5 minutes storm, average 169 mm/h, Zone 1Pipe GD3 0.013 1.22 51.909 51.86 AR&R 10 year, 5 minutes storm, average 169 mm/h, Zone 1Pipe GD4 0.018 1.24 51.949 51.884 AR&R 10 year, 5 minutes storm, average 169 mm/h, Zone 1Pipe GD5 0.003 1.18 49.382 49.222 AR&R 10 year, 5 minutes storm, average 169 mm/h, Zone 1Pipe1/3 0.015 1.31 48.245 48.205 AR&R 10 year, 2 hours storm, average 37.1 mm/h, Zone 1Pipe2/3 0.028 2.6 47.321 46.961 AR&R 10 year, 5 minutes storm, average 169 mm/h, Zone 1Pipe 2100200 0.027 1.69 46.895 45.643 AR&R 10 year, 30 minutes storm, average 79.2 mm/h, Zone 1Pipe 2100100 0.026 1.31 45.624 45.047 AR&R 10 year, 30 minutes storm, average 79.2 mm/h, Zone 1Pipe GD6 0.009 9.77 48.265 48.044 AR&R 10 year, 5 minutes storm, average 169 mm/h, Zone 1


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

OVERFLOW ROUTE DETAILSName Max Q U/S Max Q D/S Safe Q Max D Max DxV Max Width Max V Due to StormOF GD1 0 0 0.106 0 0 0 0OF 2/1b 0 0 0.417 0 0 0 0OF 2/1a 0 0 0.333 0 0 0 0OF 3/1 0 0 0.356 0 0 0 0OF 4/1 0 0 0.429 0 0 0 0OF5/1 0 0 0.411 0 0 0 0OF2000150 0 0 0.412 0 0 0 0OF GD2 0 0 0.013 0 0 0 0OF GD3 0 0 0.013 0 0 0 0OF GD4 0 0 0.371 0 0 0 0OF GD5 0 0 0.369 0 0 0 0


OF1/3 0.002 0.002 0.013 0.039 0.01 0.39 0.4 AR&R 10 year, 2 hours storm, average 37.1 mm/h, Zone 1OF2/3 0 0 0.434 0 0 0 0OF 2100200 0 0 0.44 0 0 0 0OF 2100100 0 0 0.307 0 0 0 0OF GD6 0 0 0.386 0 0 0 0OF Pre-Dev 0.29 0.29 0.412 0.135 0.25 3.13 1.86 AR&R 10 year, 5 minutes storm, average 169 mm/h, Zone 1


Total Low Level High LevelBasin2 50.46 100.1 0.114 0.114 0


(cu.m) (cu.m) (cu.m) %Pit GD1 26.39 26.41 0 -0.1Pit1/1 53.72 53.5 0 0.4Basin2 397.17 393.59 3.58 0Pit2/1 394.33 394.16 0 0Pit3/1 402.03 402.22 0 0Pit 4/1 408.75 408.66 0 0Pit5/1 428.13 427.75 0 0.1P2000300 467.69 467.94 0 -0.1N2000150 467.94 467.94 0 0Pit GD2 27.39 27.28 0 0.4Pit GD3 20.98 21 0 -0.1Pit GD4 29.1 29.1 0 0Pit GD5 4.9 4.91 0 -0.1Pit1/3 20.6 20.6 0 0Pit2/3 39.92 39.92 0 0P2100200 39.92 39.93 0 0P2100100 39.93 39.93 0 0Pit GD6 14.13 14.1 0 0.2N1788 407.67 407.67 0 0N7968 407.5 407.67 0 0Street 0.28 0.28 0 0Lower Ground 0 0 0 0


No water upwelling from any pit. Freeboard was adequate at all pits.The maximum flow in the following overflow routes is unsafe: OF 4/1, OF GD2







Pit GD1 50.79 0.021 0.54 0.001 Inlet CapacityPit1/1 50.79 0 2.06 NonePit2/1 49.63 0.001 3.07 0 NonePit3/1 49.19 0.006 2.01 0 NonePit 4/1 48.9 0.002 1.04 0 NonePit5/1 45.85 0.006 3.15 0 NoneP2000300 45.06 0 1.02 0 NoneN2000150 44.98 0Pit GD2 52.09 0.02 0.31 0 NonePit GD3 52.03 0.016 0.67 0 Inlet CapacityPit GD4 52.12 0.021 0.28 0 Inlet CapacityPit GD5 49.43 0.004 0.67 0 NonePit1/3 48.34 0.02 0.66 0.003 Inlet CapacityPit2/3 47.47 0.017 1.53 0 NoneP2100200 46.93 0 1.16 0 NoneP2100100 45.64 0 1.14 0 NonePit GD6 48.35 0.01 0.65 0 NoneN1788 44.98 0.339N7968 46.22 0.339



CatGD1 0.021 0.015 0.006 0.77 1.19 0 AR&R 20 year, 5 minutes storm, average 192 mm/h, Zone 1Cat Basin 0.216 0.209 0.007 1 1 0 AR&R 20 year, 5 minutes storm, average 192 mm/h, Zone 1Cat2/1 0.001 0 0.001 0 4 0 AR&R 20 year, 2 hours storm, average 43.0 mm/h, Zone 1Cat3/1 0.006 0.005 0.001 0.65 0.9 0 AR&R 20 year, 5 minutes storm, average 192 mm/h, Zone 1Cat 4/1 0.002 0 0.002 1.02 1.09 0 AR&R 20 year, 2 hours storm, average 43.0 mm/h, Zone 1Cat 5/1 0.006 0 0.006 0 2.22 0 AR&R 20 year, 2 hours storm, average 43.0 mm/h, Zone 1CatGD2 0.02 0.019 0.001 1.36 1.59 0 AR&R 20 year, 5 minutes storm, average 192 mm/h, Zone 1CatGD3 0.016 0.014 0.002 1.22 0.76 0 AR&R 20 year, 5 minutes storm, average 192 mm/h, Zone 1Cat GD4 0.021 0.02 0.001 3.27 4.7 0 AR&R 20 year, 5 minutes storm, average 192 mm/h, Zone 1Cat GD5 0.004 0.004 0 0.56 0 0 AR&R 20 year, 5 minutes storm, average 192 mm/h, Zone 1Cat1/3 0.02 0.004 0.017 2.3 4.14 0 AR&R 20 year, 2 hours storm, average 43.0 mm/h, Zone 1Cat2/3 0.014 0.014 0 4.83 0 0 AR&R 20 year, 5 minutes storm, average 192 mm/h, Zone 1Cat GD6 0.01 0.01 0 1.86 0 0 AR&R 20 year, 5 minutes storm, average 192 mm/h, Zone 1Cat Pre-Dev 0.339 0.19 0.148 3.06 5 0 AR&R 20 year, 2 hours storm, average 43.0 mm/h, Zone 1





(cu.m/s) (m/s) HGL (m) HGL (m)Pipe GD1 0.02 0.29 50.785 50.785 AR&R 20 year, 5 minutes storm, average 192 mm/h, Zone 1Pipe1/1 0.041 0.58 50.774 50.772 AR&R 20 year, 5 minutes storm, average 192 mm/h, Zone 1Pipe B 0.124 1.76 49.704 49.626 AR&R 20 year, 2 hours storm, average 43.0 mm/h, Zone 1Pipe2/1 0.125 1.77 49.35 49.194 AR&R 20 year, 2 hours storm, average 43.0 mm/h, Zone 1Pipe 3/1 0.128 1.91 49.109 48.909 AR&R 20 year, 2 hours storm, average 43.0 mm/h, Zone 1Pipe 4/1 0.131 2.91 48.793 48.291 AR&R 20 year, 2 hours storm, average 43.0 mm/h, Zone 1Pipe5/1 0.142 3.43 45.518 45.151 AR&R 20 year, 1 hour storm, average 63.2 mm/h, Zone 1Pipe 2000150 0.172 2.01 45.055 44.98 AR&R 20 year, 30 minutes storm, average 91.0 mm/h, Zone 1Pipe GD2 0.02 1.25 51.949 51.89 AR&R 20 year, 5 minutes storm, average 192 mm/h, Zone 1Pipe GD3 0.015 1.26 51.947 51.868 AR&R 20 year, 5 minutes storm, average 192 mm/h, Zone 1Pipe GD4 0.02 1.25 51.95 51.9 AR&R 20 year, 5 minutes storm, average 192 mm/h, Zone 1Pipe GD5 0.004 1.22 49.384 49.224 AR&R 20 year, 5 minutes storm, average 192 mm/h, Zone 1Pipe1/3 0.017 1.35 48.251 48.211 AR&R 20 year, 2 hours storm, average 43.0 mm/h, Zone 1Pipe2/3 0.033 2.73 47.328 46.967 AR&R 20 year, 5 minutes storm, average 192 mm/h, Zone 1Pipe 2100200 0.031 1.86 46.895 45.645 AR&R 20 year, 30 minutes storm, average 91.0 mm/h, Zone 1Pipe 2100100 0.031 1.42 45.628 45.055 AR&R 20 year, 30 minutes storm, average 91.0 mm/h, Zone 1Pipe GD6 0.01 10.57 48.265 48.047 AR&R 20 year, 5 minutes storm, average 192 mm/h, Zone 1


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

OVERFLOW ROUTE DETAILSName Max Q U/S Max Q D/S Safe Q Max D Max DxV Max Width Max V Due to StormOF GD1 0.001 0.001 0.106 0.026 0 0.22 0 AR&R 20 year, 2 hours storm, average 43.0 mm/h, Zone 1OF 2/1b 0 0 0.417 0 0 0 0OF 2/1a 0 0 0.333 0 0 0 0OF 3/1 0 0 0.356 0 0 0 0OF 4/1 0 0 0.429 0 0 0 0OF5/1 0 0 0.411 0 0 0 0OF2000150 0 0 0.412 0 0 0 0OF GD2 0 0 0.013 0 0 0 0OF GD3 0 0 0.013 0 0 0 0OF GD4 0 0 0.371 0 0 0 0OF GD5 0 0 0.369 0 0 0 0


OF1/3 0.003 0.003 0.013 0.048 0.02 0.48 0.44 AR&R 20 year, 2 hours storm, average 43.0 mm/h, Zone 1OF2/3 0 0 0.434 0 0 0 0OF 2100200 0 0 0.44 0 0 0 0OF 2100100 0 0 0.307 0 0 0 0OF GD6 0 0 0.386 0 0 0 0OF Pre-Dev 0.339 0.339 0.412 0.142 0.27 3.38 1.9 AR&R 20 year, 2 hours storm, average 43.0 mm/h, Zone 1




(cu.m) (cu.m) (cu.m) %Pit GD1 31.22 30.96 0 0.8Pit1/1 62.7 62.93 0 -0.4Basin2 463.13 459.54 3.59 0Pit2/1 460.48 460.37 0 0Pit3/1 469.74 469.86 0 0Pit 4/1 477.63 477.56 0 0Pit5/1 500.84 500.42 0 0.1P2000300 548.47 548.66 0 0N2000150 548.66 548.66 0 0Pit GD2 31.93 31.82 0 0.3Pit GD3 24.65 24.67 0 -0.1Pit GD4 34.06 34.07 0 0Pit GD5 5.7 5.7 0 -0.1Pit1/3 25.57 25.56 0 0Pit2/3 48 48.01 0 0P2100200 48.01 48.02 0 0P2100100 48.02 48.04 0 0Pit GD6 16.41 16.46 0 -0.4N1788 488.19 488.19 0 0N7968 487.97 488.19 0 0Street 0.4 0.4 0 0Lower Ground 0 0 0 0


No water upwelling from any pit. Freeboard was adequate at all pits.The maximum flow in the following overflow routes is unsafe: OF 4/1, OF GD2







Pit GD1 51.1 0.024 0.23 0.001 Inlet CapacityPit1/1 51.09 0 1.76 NonePit2/1 49.75 0.001 2.95 0 NonePit3/1 49.25 0.007 1.95 0 NonePit 4/1 48.91 0.002 1.03 0 NonePit5/1 45.98 0.007 3.02 0 NoneP2000300 45.06 0 1.02 0 NoneN2000150 44.98 0Pit GD2 52.17 0.024 0.23 0 NonePit GD3 52.09 0.019 0.61 0 Inlet CapacityPit GD4 52.22 0.025 0.18 0 Inlet CapacityPit GD5 49.44 0.004 0.66 0 NonePit1/3 48.35 0.023 0.65 0.005 Inlet CapacityPit2/3 47.52 0.021 1.48 0 Inlet CapacityP2100200 46.94 0 1.15 0 NoneP2100100 45.65 0 1.13 0 NonePit GD6 48.36 0.012 0.64 0 NoneN1788 44.98 0.397N7968 46.23 0.397



CatGD1 0.024 0.018 0.007 0.72 1.12 0 AR&R 50 year, 5 minutes storm, average 223 mm/h, Zone 1Cat Basin 0.251 0.243 0.009 1 1 0 AR&R 50 year, 5 minutes storm, average 223 mm/h, Zone 1Cat2/1 0.001 0 0.001 0 2.07 0 AR&R 50 year, 5 minutes storm, average 223 mm/h, Zone 1Cat3/1 0.007 0.006 0.002 0.61 0.85 0 AR&R 50 year, 5 minutes storm, average 223 mm/h, Zone 1Cat 4/1 0.002 0 0.002 0.53 0.56 0 AR&R 50 year, 5 minutes storm, average 223 mm/h, Zone 1Cat 5/1 0.007 0 0.007 0 1.15 0 AR&R 50 year, 5 minutes storm, average 223 mm/h, Zone 1CatGD2 0.024 0.022 0.001 1.28 1.5 0 AR&R 50 year, 5 minutes storm, average 223 mm/h, Zone 1CatGD3 0.019 0.016 0.003 1.15 0.71 0 AR&R 50 year, 5 minutes storm, average 223 mm/h, Zone 1Cat GD4 0.025 0.023 0.001 3.08 4.43 0 AR&R 50 year, 5 minutes storm, average 223 mm/h, Zone 1Cat GD5 0.004 0.004 0 0.53 0 0 AR&R 50 year, 5 minutes storm, average 223 mm/h, Zone 1Cat1/3 0.023 0.004 0.019 1.19 2.15 0 AR&R 50 year, 5 minutes storm, average 223 mm/h, Zone 1Cat2/3 0.016 0.016 0 4.55 0 0 AR&R 50 year, 5 minutes storm, average 223 mm/h, Zone 1Cat GD6 0.012 0.012 0 1.76 0 0 AR&R 50 year, 5 minutes storm, average 223 mm/h, Zone 1Cat Pre-Dev 0.397 0.229 0.168 1.59 2.59 0 AR&R 50 year, 5 minutes storm, average 223 mm/h, Zone 1



cu.m cu.m (Runoff %) cu.m (Runoff %) cu.m (Runoff %)AR&R 50 year, 5 minutes storm, average 223 mm/h, Zone 1 254.07 211.21 (83.1%) 168.37 (94.6%) 42.85 (56.3%)AR&R 50 year, 10 minutes storm, average 174 mm/h, Zone 1 396.49 344.31 (86.8%) 268.11 (96.6%) 76.21 (64.1%)AR&R 50 year, 30 minutes storm, average 106 mm/h, Zone 1 724.62 645.17 (89.0%) 497.91 (98.1%) 147.26 (67.8%)AR&R 50 year, 1 hour storm, average 74.2 mm/h, Zone 1 1014.46 910.05 (89.7%) 700.91 (98.7%) 209.14 (68.8%)AR&R 50 year, 2 hours storm, average 50.7 mm/h, Zone 1 1386.31 1250.91 (90.2%) 961.33 (99.0%) 289.57 (69.7%)AR&R 50 year, 3 hours storm, average 40.4 mm/h, Zone 1 1657.01 1496.51 (90.3%) 1150.91 (99.2%) 345.60 (69.6%)AR&R 50 year, 6 hours storm, average 27.4 mm/h, Zone 1 2247.75 2019.70 (89.9%) 1564.65 (99.4%) 455.05 (67.6%)


(cu.m/s) (m/s) HGL (m) HGL (m)Pipe GD1 0.024 0.34 51.096 51.094 AR&R 50 year, 30 minutes storm, average 106 mm/h, Zone 1Pipe1/1 0.048 0.68 51.082 51.081 AR&R 50 year, 5 minutes storm, average 223 mm/h, Zone 1Pipe B 0.134 1.9 49.839 49.749 AR&R 50 year, 2 hours storm, average 50.7 mm/h, Zone 1Pipe2/1 0.135 1.9 49.429 49.248 AR&R 50 year, 2 hours storm, average 50.7 mm/h, Zone 1Pipe 3/1 0.138 2.03 49.141 48.916 AR&R 50 year, 2 hours storm, average 50.7 mm/h, Zone 1Pipe 4/1 0.144 2.93 48.807 48.306 AR&R 50 year, 2 hours storm, average 50.7 mm/h, Zone 1Pipe5/1 0.154 3.49 45.619 45.16 AR&R 50 year, 2 hours storm, average 50.7 mm/h, Zone 1Pipe 2000150 0.186 2.08 45.062 44.98 AR&R 50 year, 1 hour storm, average 74.2 mm/h, Zone 1Pipe GD2 0.023 1.39 51.955 51.896 AR&R 50 year, 5 minutes storm, average 223 mm/h, Zone 1Pipe GD3 0.018 1.28 51.949 51.88 AR&R 50 year, 5 minutes storm, average 223 mm/h, Zone 1Pipe GD4 0.024 1.42 51.952 51.907 AR&R 50 year, 5 minutes storm, average 223 mm/h, Zone 1Pipe GD5 0.004 1.28 49.387 49.227 AR&R 50 year, 5 minutes storm, average 223 mm/h, Zone 1Pipe1/3 0.019 1.38 48.256 48.216 AR&R 50 year, 5 minutes storm, average 223 mm/h, Zone 1Pipe2/3 0.039 2.85 47.334 46.975 AR&R 50 year, 5 minutes storm, average 223 mm/h, Zone 1Pipe 2100200 0.037 2.09 46.898 45.649 AR&R 50 year, 5 minutes storm, average 223 mm/h, Zone 1Pipe 2100100 0.036 1.58 45.631 45.062 AR&R 50 year, 5 minutes storm, average 223 mm/h, Zone 1Pipe GD6 0.012 12.3 48.265 48.054 AR&R 50 year, 5 minutes storm, average 223 mm/h, Zone 1


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

OVERFLOW ROUTE DETAILSName Max Q U/S Max Q D/S Safe Q Max D Max DxV Max Width Max V Due to StormOF GD1 0.001 0.001 0.106 0.029 0 0.24 0 AR&R 50 year, 5 minutes storm, average 223 mm/h, Zone 1OF 2/1b 0 0 0.417 0 0 0 0OF 2/1a 0 0 0.333 0 0 0 0OF 3/1 0 0 0.356 0 0 0 0OF 4/1 0 0 0.429 0 0 0 0OF5/1 0 0 0.411 0 0 0 0OF2000150 0 0 0.412 0 0 0 0OF GD2 0 0 0.013 0 0 0 0OF GD3 0 0 0.013 0 0 0 0OF GD4 0 0 0.371 0 0 0 0OF GD5 0 0 0.369 0 0 0 0


OF1/3 0.005 0.005 0.013 0.053 0.02 0.53 0.47 AR&R 50 year, 5 minutes storm, average 223 mm/h, Zone 1OF2/3 0 0 0.434 0 0 0 0OF 2100200 0 0 0.44 0 0 0 0OF 2100100 0 0 0.307 0 0 0 0OF GD6 0 0 0.386 0 0 0 0OF Pre-Dev 0.397 0.397 0.412 0.153 0.29 3.89 1.94 AR&R 50 year, 5 minutes storm, average 223 mm/h, Zone 1



CONTINUITY CHECK for AR&R 50 year, 5 minutes storm, average 223 mm/h, Zone 1Node Inflow Outflow Storage Change Difference

(cu.m) (cu.m) (cu.m) %Pit GD1 6.36 6.23 0 2.1Pit1/1 12.65 12.45 0 1.5Basin2 94.95 90.48 4.47 0Pit2/1 90.65 90.65 0 0Pit3/1 92.58 92.74 0 -0.2Pit 4/1 94.32 94.38 0 -0.1Pit5/1 99.09 99.01 0 0.1P2000300 108.67 108.78 0 -0.1N2000150 108.78 108.78 0 0Pit GD2 6.58 6.49 0 1.4Pit GD3 5.04 4.99 0 1Pit GD4 7.05 7.06 0 -0.1Pit GD5 1.18 1.18 0 -0.2Pit1/3 4.95 4.94 0 0.1Pit2/3 9.59 9.59 0 0P2100200 9.59 9.64 0 -0.5P2100100 9.64 9.66 0 -0.3Pit GD6 3.39 3.4 0 -0.3N1788 97.95 97.95 0 0N7968 97.65 97.95 0 -0.3Street 0.16 0.16 0 0Lower Ground 0 0 0 0


No water upwelling from any pit. Freeboard was adequate at all pits.The maximum flow in the following overflow routes is unsafe: OF Pre-Dev, OF 4/1, OF GD2 The maximum flow in the following overflow routes is unsafe: OF Pre-Dev, OF 4/1, OF GD2







Pit GD1 51.36 0.027 0 0.037 Outlet SystemPit1/1 51.39 0 1.46 NonePit2/1 49.88 0.001 2.82 0 NonePit3/1 49.3 0.008 1.9 0 NonePit 4/1 48.91 0.002 1.03 0 NonePit5/1 46.12 0.007 2.88 0 NoneP2000300 45.07 0 1.01 0 NoneN2000150 44.98 0Pit GD2 52.22 0.026 0.18 0 NonePit GD3 52.15 0.021 0.55 0.001 Inlet CapacityPit GD4 52.3 0.027 0.1 0.001 Inlet CapacityPit GD5 49.44 0.005 0.66 0 NonePit1/3 48.36 0.026 0.64 0.006 Inlet CapacityPit2/3 47.58 0.024 1.42 0.001 Inlet CapacityP2100200 46.94 0.001 1.15 0 NoneP2100100 45.65 0 1.13 0 NonePit GD6 48.38 0.013 0.62 0 NoneN1788 44.98 0.44N7968 46.23 0.44



CatGD1 0.027 0.02 0.007 0.69 1.08 0 AR&R 100 year, 5 minutes storm, average 246 mm/h, Zone 1Cat Basin 0.277 0.268 0.01 1 1 0 AR&R 100 year, 5 minutes storm, average 246 mm/h, Zone 1Cat2/1 0.001 0 0.001 0 1.99 0 AR&R 100 year, 5 minutes storm, average 246 mm/h, Zone 1Cat3/1 0.008 0.006 0.002 0.59 0.82 0 AR&R 100 year, 5 minutes storm, average 246 mm/h, Zone 1Cat 4/1 0.002 0 0.002 0.51 0.54 0 AR&R 100 year, 5 minutes storm, average 246 mm/h, Zone 1Cat 5/1 0.007 0 0.007 0 1.11 0 AR&R 100 year, 5 minutes storm, average 246 mm/h, Zone 1CatGD2 0.026 0.024 0.002 1.23 1.44 0 AR&R 100 year, 5 minutes storm, average 246 mm/h, Zone 1CatGD3 0.021 0.018 0.003 1.1 0.69 0 AR&R 100 year, 5 minutes storm, average 246 mm/h, Zone 1Cat GD4 0.027 0.026 0.002 2.96 4.26 0 AR&R 100 year, 5 minutes storm, average 246 mm/h, Zone 1Cat GD5 0.005 0.005 0 0.51 0 0 AR&R 100 year, 5 minutes storm, average 246 mm/h, Zone 1Cat1/3 0.026 0.005 0.021 1.14 2.06 0 AR&R 100 year, 5 minutes storm, average 246 mm/h, Zone 1Cat2/3 0.018 0.018 0 4.38 0 0 AR&R 100 year, 5 minutes storm, average 246 mm/h, Zone 1Cat GD6 0.013 0.013 0 1.69 0 0 AR&R 100 year, 5 minutes storm, average 246 mm/h, Zone 1Cat Pre-Dev 0.44 0.252 0.188 1.52 2.49 0 AR&R 100 year, 5 minutes storm, average 246 mm/h, Zone 1



cu.m cu.m (Runoff %) cu.m (Runoff %) cu.m (Runoff %)AR&R 100 year, 5 minutes storm, average 246 mm/h, Zone 1 280.28 237.46 (84.7%) 186.72 (95.1%) 50.75 (60.4%)AR&R 100 year, 10 minutes storm, average 192 mm/h, Zone 1 437.5 385.36 (88.1%) 296.83 (96.9%) 88.53 (67.5%)AR&R 100 year, 30 minutes storm, average 118 mm/h, Zone 1 806.65 727.19 (90.1%) 555.37 (98.3%) 171.82 (71.1%)AR&R 100 year, 1 hour storm, average 82.5 mm/h, Zone 1 1127.94 1023.51 (90.7%) 780.39 (98.8%) 243.12 (71.9%)AR&R 100 year, 2 hours storm, average 56.6 mm/h, Zone 1 1547.68 1412.09 (91.2%) 1074.34 (99.1%) 337.75 (72.8%)AR&R 100 year, 3 hours storm, average 45.2 mm/h, Zone 1 1853.96 1693.15 (91.3%) 1288.86 (99.3%) 404.29 (72.8%)AR&R 100 year, 6 hours storm, average 30.8 mm/h, Zone 1 2526.65 2297.58 (90.9%) 1759.98 (99.5%) 537.60 (71.0%)


(cu.m/s) (m/s) HGL (m) HGL (m)Pipe GD1 0.028 0.4 51.359 51.392 AR&R 100 year, 2 hours storm, average 56.6 mm/h, Zone 1Pipe1/1 0.053 0.75 51.392 51.397 AR&R 100 year, 2 hours storm, average 56.6 mm/h, Zone 1Pipe B 0.143 2.03 49.978 49.875 AR&R 100 year, 2 hours storm, average 56.6 mm/h, Zone 1Pipe2/1 0.144 2.04 49.51 49.303 AR&R 100 year, 2 hours storm, average 56.6 mm/h, Zone 1Pipe 3/1 0.149 2.16 49.179 48.92 AR&R 100 year, 2 hours storm, average 56.6 mm/h, Zone 1Pipe 4/1 0.155 3.15 48.807 48.319 AR&R 100 year, 2 hours storm, average 56.6 mm/h, Zone 1Pipe5/1 0.167 3.55 45.619 45.169 AR&R 100 year, 2 hours storm, average 56.6 mm/h, Zone 1Pipe 2000150 0.202 2.16 45.069 44.98 AR&R 100 year, 1 hour storm, average 82.5 mm/h, Zone 1Pipe GD2 0.026 1.49 51.968 51.899 AR&R 100 year, 5 minutes storm, average 246 mm/h, Zone 1Pipe GD3 0.02 1.3 51.948 51.89 AR&R 100 year, 5 minutes storm, average 246 mm/h, Zone 1Pipe GD4 0.027 1.55 51.965 51.911 AR&R 100 year, 5 minutes storm, average 246 mm/h, Zone 1Pipe GD5 0.005 1.31 49.389 49.228 AR&R 100 year, 5 minutes storm, average 246 mm/h, Zone 1Pipe1/3 0.021 1.42 48.26 48.22 AR&R 100 year, 5 minutes storm, average 246 mm/h, Zone 1Pipe2/3 0.043 2.93 47.339 46.98 AR&R 100 year, 5 minutes storm, average 246 mm/h, Zone 1Pipe 2100200 0.042 2.17 46.903 45.653 AR&R 100 year, 5 minutes storm, average 246 mm/h, Zone 1Pipe 2100100 0.041 1.68 45.635 45.069 AR&R 100 year, 5 minutes storm, average 246 mm/h, Zone 1Pipe GD6 0.013 13.74 48.265 48.06 AR&R 100 year, 5 minutes storm, average 246 mm/h, Zone 1


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

OVERFLOW ROUTE DETAILSName Max Q U/S Max Q D/S Safe Q Max D Max DxV Max Width Max V Due to StormOF GD1 0.037 0.037 1.137 0.123 0.04 2.73 0.4 AR&R 100 year, 2 hours storm, average 56.6 mm/h, Zone 1OF 2/1b 0 0 0.466 0 0 0 0OF 2/1a 0 0 0.54 0 0 0 0OF 3/1 0 0 0.52 0 0 0 0OF 4/1 0 0 0.429 0 0 0 0OF5/1 0 0 0.411 0 0 0 0OF2000150 0 0 0.831 0 0 0 0OF GD2 0 0 0.084 0 0 0 0OF GD3 0.001 0.001 0.084 0.036 0 0.36 0 AR&R 100 year, 1 hour storm, average 82.5 mm/h, Zone 1OF GD4 0.001 0.001 0.503 0.104 0 1.04 0 AR&R 100 year, 30 minutes storm, average 118 mm/h, Zone 1OF GD5 0 0 0.51 0 0 0 0


OF1/3 0.006 0.006 0.084 0.058 0.02 0.58 0.49 AR&R 100 year, 5 minutes storm, average 246 mm/h, Zone 1OF2/3 0.001 0.001 0.434 0.02 0.01 0.2 0.91 AR&R 100 year, 5 minutes storm, average 246 mm/h, Zone 1OF 2100200 0 0 0.781 0 0 0 0OF 2100100 0 0 1.028 0 0 0 0OF GD6 0 0 0.495 0 0 0 0OF Pre-Dev 0.44 0.44 0.831 0.161 0.3 4.56 1.94 AR&R 100 year, 5 minutes storm, average 246 mm/h, Zone 1



CONTINUITY CHECK for AR&R 100 year, 5 minutes storm, average 246 mm/h, Zone 1Node Inflow Outflow Storage Change Difference

(cu.m) (cu.m) (cu.m) %Pit GD1 7.15 7.06 0 1.3Pit1/1 14.19 14.01 0 1.3Basin2 105.71 101.16 4.55 0Pit2/1 101.37 101.41 0 0Pit3/1 103.57 103.76 0 -0.2Pit 4/1 105.54 105.63 0 -0.1Pit5/1 110.96 110.99 0 0P2000300 121.96 121.98 0 0N2000150 121.98 121.98 0 0Pit GD2 7.32 7.24 0 1.1Pit GD3 5.64 5.59 0 0.9Pit GD4 7.89 7.9 0 -0.2Pit GD5 1.31 1.31 0 -0.2Pit1/3 5.76 5.76 0 0Pit2/3 10.91 10.92 0 0P2100200 10.92 10.89 0 0.2P2100100 10.89 10.97 0 -0.7Pit GD6 3.76 3.78 0 -0.6N1788 111.14 111.14 0 0N7968 110.79 111.14 0 -0.3Street 0.2 0.2 0 0Lower Ground 0 0 0 0


Upwelling occurred at Pit GD1Freeboard was less than 0.15m at Pit GD4The maximum flow in the following overflow routes is unsafe: OF 4/1


Project: 11 Talavera Road, Macquarie ParkProject No.: 5645000Drawing Title: Proposed Combined Catchment (Without OSD) Node DiagramDate: 14 March 2017

Project: 11 Talavera Road, Macquarie ParkProject No.: 5645000Drawing Title: Proposed Combined Catchment (Without OSD) 20% AEP Storm Event ResultsDate: 14 March 2017

Proposed Development Area (No OSD) DRAINS Model - 20% AEP Storm Event Results




Pit GD1 51.34 0.016 0 0.036 Outlet SystemPit1/1 51.93 0 0.62 NonePit OSD Replacement 51.92 0.17 0.63 0.065 Inlet CapacityPit2/1 51.03 0.065 1.37 0.01 Inlet CapacityPit3/1 50.08 0.014 1.12 0.001 Inlet CapacityPit 4/1 49.36 0.002 0.58 0 NonePit5/1 46.79 0.004 2.21 0 NoneP2000300 45.1 0 0.98 0 NoneN2000150 44.98 0Pit GD2 52.19 0.016 0.21 0 NonePit GD3 52.07 0.013 0.33 0 NonePit GD4 52.27 0.019 0.13 0 NonePit GD5 49.42 0.003 0.68 0 NonePit1/3 48.31 0.015 0.69 0.002 Inlet CapacityPit2/3 47.44 0.011 1.56 0 NoneP2100200 46.91 0 1.18 0 NoneP2100100 45.63 0 1.15 0 NonePit GD6 48.34 0.008 0.66 0 NoneN1788 44.98 0.244N7968 46.21 0.244



CatGD1 0.016 0.012 0.004 0.84 1.31 0 AR&R 5 year, 5 minutes storm, average 151 mm/h, Zone 1Cat Basin 0.17 0.164 0.005 1 1 0 AR&R 5 year, 5 minutes storm, average 151 mm/h, Zone 1Cat2/1 0.001 0 0.001 0 4.47 0 AR&R 5 year, 2 hours storm, average 32.6 mm/h, Zone 1Cat3/1 0.005 0.004 0.001 0.72 0.99 0 AR&R 5 year, 5 minutes storm, average 151 mm/h, Zone 1Cat 4/1 0.001 0 0.001 1.14 1.21 0 AR&R 5 year, 2 hours storm, average 32.6 mm/h, Zone 1Cat 5/1 0.004 0 0.004 0 2.48 0 AR&R 5 year, 2 hours storm, average 32.6 mm/h, Zone 1CatGD2 0.016 0.015 0.001 1.5 1.75 0 AR&R 5 year, 5 minutes storm, average 151 mm/h, Zone 1CatGD3 0.013 0.011 0.002 1.34 0.84 0 AR&R 5 year, 5 minutes storm, average 151 mm/h, Zone 1Cat GD4 0.016 0.016 0.001 3.6 5.18 0 AR&R 5 year, 5 minutes storm, average 151 mm/h, Zone 1Cat GD5 0.003 0.003 0 0.62 0 0 AR&R 5 year, 5 minutes storm, average 151 mm/h, Zone 1Cat1/3 0.015 0.003 0.012 2.57 4.63 0 AR&R 5 year, 2 hours storm, average 32.6 mm/h, Zone 1Cat2/3 0.01 0.01 0 5.32 0 0 AR&R 5 year, 5 minutes storm, average 151 mm/h, Zone 1Cat GD6 0.008 0.008 0 2.05 0 0 AR&R 5 year, 5 minutes storm, average 151 mm/h, Zone 1Cat Pre-Dev 0.244 0.144 0.105 3.42 5.58 0 AR&R 5 year, 2 hours storm, average 32.6 mm/h, Zone 1





(cu.m/s) (m/s) HGL (m) HGL (m)Pipe GD1 0.053 0.75 51.92 51.926 AR&R 5 year, 30 minutes storm, average 70.3 mm/h, Zone 1Pipe1/1 0.067 0.95 51.926 51.921 AR&R 5 year, 5 minutes storm, average 151 mm/h, Zone 1P Basin 0.143 2.02 51.56 51.028 AR&R 5 year, 5 minutes storm, average 151 mm/h, Zone 1Pipe 2/1 0.191 2.7 50.444 50.085 AR&R 5 year, 5 minutes storm, average 151 mm/h, Zone 1Pipe3/1 0.204 2.88 49.83 49.363 AR&R 5 year, 5 minutes storm, average 151 mm/h, Zone 1Pipe 4/1 0.21 2.97 49.177 48.4 AR&R 5 year, 5 minutes storm, average 151 mm/h, Zone 1Pipe5/1 0.221 3.68 45.619 45.218 AR&R 5 year, 5 minutes storm, average 151 mm/h, Zone 1Pipe 2000150 0.236 2.31 45.101 44.985 AR&R 5 year, 5 minutes storm, average 151 mm/h, Zone 1Pipe GD2 0.016 0.9 51.949 51.926 AR&R 5 year, 5 minutes storm, average 151 mm/h, Zone 1Pipe GD3 0.012 0.7 51.94 51.921 AR&R 5 year, 5 minutes storm, average 151 mm/h, Zone 1Pipe GD4 0.018 1.05 51.947 51.921 AR&R 5 year, 5 minutes storm, average 151 mm/h, Zone 1Pipe GD5 0.003 1.13 49.381 49.363 AR&R 5 year, 5 minutes storm, average 151 mm/h, Zone 1Pipe1/3 0.013 1.26 48.241 48.2 AR&R 5 year, 2 hours storm, average 32.6 mm/h, Zone 1Pipe2/3 0.023 2.48 47.315 46.955 AR&R 5 year, 30 minutes storm, average 70.3 mm/h, Zone 1Pipe 2100200 0.023 1.54 46.896 45.641 AR&R 5 year, 30 minutes storm, average 70.3 mm/h, Zone 1Pipe 2100100 0.023 1.23 45.621 45.101 AR&R 5 year, 30 minutes storm, average 70.3 mm/h, Zone 1Pipe GD6 0.008 12.02 48.262 48.037 AR&R 5 year, 5 minutes storm, average 151 mm/h, Zone 1


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

OVERFLOW ROUTE DETAILSName Max Q U/S Max Q D/S Safe Q Max D Max DxV Max Width Max V Due to StormOF GD1 0.036 0.036 0.106 0.123 0.04 2.75 0.39 AR&R 5 year, 5 minutes storm, average 151 mm/h, Zone 1OF28581 0.065 0.065 0.358 0.044 0.01 12.87 0.49 AR&R 5 year, 5 minutes storm, average 151 mm/h, Zone 1OF2/1b 0.01 0.01 0.375 0.044 0.05 0.44 1.3 AR&R 5 year, 5 minutes storm, average 151 mm/h, Zone 1OF2/1a 0.003 0.003 0.013 0.044 0.02 0.44 0.42 AR&R 5 year, 5 minutes storm, average 151 mm/h, Zone 1OF3/1 0.001 0.001 0.356 0.016 0 0.16 0 AR&R 5 year, 30 minutes storm, average 70.3 mm/h, Zone 1OF 4/1 0 0 0.429 0 0 0 0OF5/1 0 0 0.411 0 0 0 0OF2000150 0 0 0.412 0 0 0 0OF GD2 0 0 0.013 0 0 0 0OF GD3 0 0 0.013 0 0 0 0OF GD4 0 0 0.371 0 0 0 0


OF GD5 0 0 0.369 0 0 0 0OF1/3 0.002 0.002 0.013 0.034 0.01 0.34 0.37 AR&R 5 year, 2 hours storm, average 32.6 mm/h, Zone 1OF2/3 0 0 0.434 0 0 0 0OF 2100200 0 0 0.44 0 0 0 0OF 2100100 0 0 0.307 0 0 0 0OF GD6 0 0 0.386 0 0 0 0OF Pre-Dev 0.244 0.244 0.412 0.128 0.23 2.9 1.83 AR&R 5 year, 2 hours storm, average 32.6 mm/h, Zone 1


Total Low Level High Level


(cu.m) (cu.m) (cu.m) %Pit GD1 22.71 22.78 0 -0.3Pit1/1 41.26 41.7 0 -1.1Pit OSD Replacement 343.18 343.15 0 0Pit2/1 343.74 342.65 0 0.3Pit3/1 348.57 349.16 0 -0.2Pit 4/1 354.76 355.41 0 -0.2Pit5/1 372.03 372.07 0 0P2000300 405.99 406.2 0 -0.1N2000150 406.2 406.2 0 0Pit GD2 23.92 23.91 0 0.1Pit GD3 18.32 18.29 0 0.2Pit GD4 26.27 26.27 0 0Pit GD5 4.3 4.3 0 0Pit1/3 16.82 16.84 0 -0.1Pit2/3 33.79 33.79 0 0P2100200 33.79 33.89 0 -0.3P2100100 33.89 33.92 0 -0.1Pit GD6 12.39 12.35 0 0.3N1788 346.46 346.46 0 0N7968 346.26 346.46 0 -0.1Street 5.61 5.61 0 0Lower Ground 0 0 0 0


Upwelling occurred at Pit GD1Freeboard was less than 0.15m at Pit GD4The maximum flow in the following overflow routes is unsafe: OF 4/1, OF GD2



> 33

SCHEDULE 5 – MUSIC RESULTS

Receiving Node 14/03/2017 12:32:13 PM

Treatment Train Effectiveness

Flow (ML/yr) TSS (kg/yr) TP (kg/yr) TN (kg/yr) Gross Pollutants (kg/yr)

Sources

Residual Load

% Reduction

5.93 621 1.49 13.1 152

5.93 90.1 0.338 6.56 1.04

0.0 85.5 77.3 49.8 99.3