Good Luck Plaza

5-19 George St, Blacktown

CIVIL ENGINEERING STORMWATER MANAGEMENT REPORT

Disclaimer

This report has been prepared on behalf of and for the exclusive use of Good Luck Plaza and is

subject to and issued in accordance with the agreement between Good Luck Plaza and Northrop

Consulting Engineers. Northrop Consulting Engineers accepts no liability or responsibility

whatsoever for it in respect of any use of or reliance upon this report by any third party. Copying this

report without the permission of Good Luck Plaza and Northrop Consulting Engineers is not

permitted.

Document Control

Prepared for Good Luck Plaza

Project Name 5 – 19 George Street, Blacktown

File Reference 181363

Date 07/06/2019

Document Control

Stormwater Management Strategy Report

Rev Description

Prepared

by

Reviewed

by

Issue

Date

Client

App

Approval

Date

A Preliminary Issue for DA SAN SF 04/09/18

B - - -

C Issue for DA SAN 22/03/19

D Reissued for DA SAN 07/06/19

5-19 GEORGE ST, BLACKTOWN PAGE 3

1 Contents 1. Introduction ................................................................................................................................ 4

1.1. Site Description .................................................................................................................. 4

1.2. Proposed Development ...................................................................................................... 5

1.3. Council’s Requirements ...................................................................................................... 5

1.4. General Drainage Strategy ................................................................................................. 6

2. On-Site Detention ...................................................................................................................... 7

2.1. OSD Requirements............................................................................................................. 7

2.2. OSD Design........................................................................................................................ 7

2.3. Access and Maintenance .................................................................................................... 8

3. Water Quality ............................................................................................................................. 8

3.1. Section 7.11 Contribution.................................................................................................... 8

3.2. Gross Pollutant and Hydrocarbon Trap Requirement .......................................................... 9

4. Water Conservation ................................................................................................................. 10

4.1. Proposed Rainwater Reuse Scheme ................................................................................ 10

4.2. Demand ............................................................................................................................ 10

4.3. S3QM Modelling Results ................................................................................................... 11

5. Flood Planning ......................................................................................................................... 11

6. Conclusion ............................................................................................................................... 12

Appendix A – Survey ...................................................................................................................... 13

Appendix B – S3QM Certificate ....................................................................................................... 15

Appendix C – Catchment Plan ........................................................................................................ 20

Appendix D – Stormwater Management Plan and Details ............................................................... 22

Appendix E – Flooding Map ............................................................................................................ 26

5-19 GEORGE ST, BLACKTOWN PAGE 4

1. Introduction

Northrop Consulting Engineers Pty Ltd (Northrop) have been engaged by Good Luck Plaza to

prepare Civil Engineering design and documentation in support of a Development Application (DA)

for the proposed Mixed Use Development at 5 – 19 George St, Blacktown. This Stormwater

Management Plan has been developed to meet all of Council’s stormwater management

requirements, and covers the following:

- Connection to Council’s stormwater network;

- Deemed to Comply Certificate;

- On site detention (OSD) design;

- Water Quality;

- Water Conservation; and

- Flooding.

This report does not include an Erosion and Sediment Control Plan as this will be submitted with the

Construction Certificate application as per Council’s requirements.

This report should be read in conjunction with the Civil Engineering drawing set produced by Northrop,

which includes a detailed Stormwater Management Plan.

1.1. Site Description

5 – 19 George St is located within the Blacktown Local Government Area and is bounded by

George St to the south, Sunnyholt Road to the east and Humphries Lane to the north. The site is in

a B4 - Mixed Use zone, within walking distance to Blacktown Station.

The site occupies an area of 4,629 m2 and falls to the northwest with gradients around 4.7%. The

site is utilised as a car rental and vehicle storage yard. Figure 1 below shows an aerial of the

existing site, with a detailed survey included in Appendix A.

5-19 GEORGE ST, BLACKTOWN PAGE 5

Figure 1: Subject site. (Source: Six Maps, NSW Government)

1.2. Proposed Development

A mixed use development is proposed, with two towers, comprising of approximately 253

apartments (1, 2, 3 and 4 bedrooms), communal facilities, a basement car park, and a commercial

precinct with retail shops and a supermarket.

The proposed site coverage is 4,629 m2 (100%), as the basement will extend to all boundaries. The

development will comprise entirely of roof and podium catchments and will therefore have a

relatively high quality of runoff water.

1.3. Council’s Requirements

Council’s online ‘deemed to comply’ tool, S3QM, along with Section J of the DCP, was used to

determine the stormwater management requirements for this site.

It was found that this development:

- is required to pay a Section 7.11 (formally Section 94) Contribution for the management of

water quality;

- requires OSD, at a storage rate of 455m3/ha;

- requires a Groundwater Assessment and Management Plan (which is to be prepared by

others); and

- requires a rainwater storage volume sufficient to meet 80% of the non-potable demand.

The S3QM Certificate, showing a summary of how these requirements are met, is in Appendix B.

The following report provides more detail to support the drainage strategy designed using S3QM.

5-19 George St.

– Subject site

5-19 GEORGE ST, BLACKTOWN PAGE 6

1.4. General Drainage Strategy

Level 2 of the proposed development covers the entire site, therefore all the stormwater runoff will

be intercepted by the Level 2 podium and the tower rooves. The highest quality, roof runoff portion

only (as opposed to the podium drainage from areas accessible by building occupants), will be

directed to a rainwater tank, to be used for non-potable demands. The rainwater tank will overflow

into the OSD tank via a separating weir. All other podium drainage, such as terraces and courtyard

areas, will be directed to the OSD tank. Therefore, runoff from 100% of the site will be detained and

attenuated by the OSD tank. Figure 2 below shows a schematic of the rainwater tank, OSD tank

and catchment break up. A detailed catchment plan can be found in Appendix C, and the

Stormwater Management Plan in Appendix D.

The nearest downstream Council pit is in Humphries Lane, near the corner of Prince St,

approximately 35m away from the site boundary. It is therefore proposed that Council’s system be

extended as part of the development to run east to a new pit adjacent the site boundary. This would

then become the point of discharge to Council’s network, as shown in Figure 2 below. Kerb and

gutter is to be constructed along the southern side of Humphries Lane adjacent the site where it is

currently unformed. The pit and pipe network extension would therefore be done as part of the other

civil works to take place in Humphries Lane. There is a power pole located on the southern side of

Humphries Lane. If sufficient clearance from the pole cannot be achieved with the line extension

running on the southern side of the lane, the it should run on the northern side of the road, clear of

the existing sewer line.

Figure 2: Schematic showing catchments, connection to Council's network and proposed location of tanks.

5-19 GEORGE ST, BLACKTOWN PAGE 7

2. On-Site Detention

2.1. OSD Requirements

An OSD system is required, as this is a business and residential development with a footprint

greater than 150 m2, and located within an on-site stormwater detention area.

Blacktown requires a two-stage discharge from the OSD tank, to attenuate flow in both large events

(to protect against flooding), and smaller events (to protect against an increase to environmental

flows).

The total storage required is 455m3/ha of site area, to be detained behind the “emergency weir” and

outflow controlled to 190L/s/ha. The environmental component of the total storage is 300m3/ha, to

be detained below the 1.5 year ARI weir and outflow controlled to 40L/s/ha.

2.2. OSD Design

The OSD tank is to be located under the ground floor slab, adjacent George St. The tank will extend

down through a void in the first level of the basement, such that the bottom of the tank is within

basement level 2, at a level enabling sufficient clearance for carparking beneath. The layout of the

tank and detailed sections, are in Appendix D. This location of the tank enables the capture of 100%

of the site runoff, whilst providing sufficient head in the system to connect into Council’s relatively

shallow stormwater network.

The tank has been designed in accordance with Blacktown’s guidelines and WSUD Standard

Drawings, having two orifice outlets, to store and attenuate the peak discharge from the site in

smaller events (1 in 1.5 year ARI) and in larger events (1 in 100 year ARI). An ‘emergency overflow

weir’ has been included (as per Council’s requirement), with a ø375mm outflow pipe, sized for the 1

in 100 year ARI flow (with tailwater assumed at top of kerb), to account for any orifice blockages that

may occur. The key OSD design parameters are presented in Table 1 below, and

Two grated access hatches have been included, one above the 1.5 year ARI control pit, and one

above the 100 year ARI control pit. The grates provide access to the outflow pits and ventilation to

the tank. In the unlikely event that the outlet pipe blocks, or in events larger than the 1 in 100 year

ARI, stormwater will surcharge through the grates. The level of the grates is to be set down 150mm

from the adjacent floor level, and located in an area graded away from the building towards George

St. The emergency overflow control weir within the tank is set 0.93m below the grate level, meaning

there is 0.98 total of freeboard from the 100 year top water level in the tank to the ground floor level.

Table 1: Summary of OSD Design Parameters

Total Storage Required (below emergency overflow weir) 210.16m3

Environmental Storage Component (below 1 in 1.5 year ARI weir) 138.45m3

Average Base RL 55.74

Emergency Overflow Weir RL 57.22

1.5 year ARI Weir RL 56.715

Average Depth 1.478

Footprint Required 142.2m2

5-19 GEORGE ST, BLACKTOWN PAGE 8

2.3. Access and Maintenance

Access to the tank will be via grated covers on George St, as well as water tight side entry hatches

accessible from the basement level 1, in the bin collection area. The grated surcharge lids on George

St will allow for visual inspection of the two outlet pits, and easy maintenance of the orifice plates, and

outlet pipes. The side entry hatches will provide maintenance to the rest of the tank. The hatches will

be located above the 100 year ARI top water level, and be inward opening to ensure the safety of the

maintenance personal in the unlikely event that the water level rises above the 100 year ARI top water

level. The tank will be fitted with a galvanised steel mesh platform on the inside and outside of the

tank wall fitted with the hatches, for ease of manoeuvring into the tank. Stairs will be provided from

basement level 1 up to the external access hatches. Access hatches, either the grates lids or side

hatches, will be within 6m reach from any point inside the tank, in accordance with Blacktown’s

requirements for tanks deeper than 2m, (note: while the maximum water depth is around 1.7m, the

total tank depth is greater than 2m due to the minimum of 900mm airspace provided above the top

water level). The minimum size of access hatch will be 900mm x 900mm in the area where the ground

floor level above is at a minimum level. However, the ground floor level steps up in two locations

above the tank, providing more airspace above the 100 year ARI top water level, allowing the hatches

to be larger (1.2m x 1.2m) and set higher above the top water level. It will be recommended in the

OSD Maintenance and Monitoring Schedule (to be submitted prior to Occupation), that the primary

access to the tank is via one of the larger, higher hatches to ensure the water level is below the top

water level, prior to use of the smaller, lower hatches.

3. Water Quality

3.1. Section 7.11 Contribution

According to the Contributions Plan and Voluntary Contributions Scheme map in the Part J of

Blacktown’s Development Control Plan (2015), the site is located in a Section 7.11 (formally Section

94) Contribution Plan No. 19, therefore, this development must meet the water quality requirements

through payment of a contribution. Figure 3 shows the location of the site within the Contribution

Plan area.

The contribution rate is $82,413 per hectare, subject to CPI indexation as at the date of payment

plus an administration fee of 1.5%.

The area of the site is 0.4629 ha. Therefore, the contribution will be in the order of $38,149, with an

administration fee of $572, resulting in a total of $38,721 (excluding indexation).

5-19 GEORGE ST, BLACKTOWN PAGE 9

Figure 3: Map illustrating the Contributions Plan and Voluntary Contributions Scheme boundaries. (Source: Part J of Blacktown Development Control Plan, 2015)

3.2. Gross Pollutant and Hydrocarbon Trap Requirement

The development is also required to install a gross pollutant trap and a hydrocarbon trap. The intent

of this requirement is to intercept and filter out gross pollutants and hydrocarbons prior to the site

runoff entering Council’s system. Hydrocarbons in stormwater are largely due to vehicular traffic.

Runoff from this development is entirely from roof and podium catchments, therefore very low levels

of hydrocarbons are expected, as there are no trafficable areas generating runoff. Levels of gross

pollutants are also expected to be very low as there are no outdoor public areas. All podium

catchments are accessible to tenants of the building only, where the littering rate tends to be much

lower than in public areas. 100% of the site is to be directed to the OSD tank, which will be fitted

with trash screens over the outlets, preventing any gross-pollutants from being discharged off site.

Therefore, this development seeks dispensation from the requirement to install a gross pollutant

and hydrocarbon trap, as the quality of runoff will be very high in comparison to the developments

for which the intent of this requirement is aimed, and adequate capture of gross-pollutants will be

achieved via the trash screens in the OSD tank.

Site

location

5-19 GEORGE ST, BLACKTOWN PAGE 10

4. Water Conservation

4.1. Proposed Rainwater Reuse Scheme

This development is a mixed use development, consisting of commercial and residential

components. The water conservation requirements for the residential precinct will be covered in a

BASIX assessment, while the commercial components of the development must adhere to Council’s

water conservation guidelines. Council requires business and commercial developments to supply

80% of non-potable demand using non potable sources. Thus, a 30kL rainwater tank is included in

this development.

All roof runoff will be directed to the tank, however other podium runoff (from areas such as the

Level 2 open terraces), will not be directed to the rainwater tank, as it is not possible to control the

quality of this water to ensure it is fit for re-use. The rainwater tank overflow, along with the podium

drainage bypassing the tank will be directed to the OSD tank.

4.2. Demand

The roof catchment from which rainwater is harvested for re-use is extremely small in comparison to

the magnitude of non-potable demands, due to the high-rise nature of this development. Therefore

the suitable non-potable demand for this development, for which it is feasible to meet 80% with

rainwater, is the demand of retail and basement level toilets. Figure 4 below shows the diminishing

returns in the number of toilets that can be supplied by the tank for increases in tank volume. This

demonstrates that tank sizes above approximately 30kL are not efficient in meeting additional toilet

demands as the catchment is too small in comparison.

Figure 4: Tank size required to meet 80% of the demand of toilets, showing the diminishing returns by increasing

tank size.

0

5

10

15

20

25

30

35

40

45

0 50 100 150 200 250 300

Num

ber

of

Toile

ts S

upplie

d b

y th

e T

ank

Tank Size Required to Meet 80% of Demand (kL)

Tank Size Required Vs Toilet Demand Met

5-19 GEORGE ST, BLACKTOWN PAGE 11

4.3. S3QM Modelling Results

A 30kL tank is sufficient to meet the demand of the basement and retail toilets, or a total of any 13

toilets to be determined by the hydraulic services consultant. The S3QM results are shown below in

Table 2.

Table 2: S3QM Rainwater Tank Results

Tank Size 30kL

Demand on Tank 474.8 kL/year (13 toilets/ urinals)

Tank water used 385.2 kL/year

% Demand satisfied from tank 81.1 %

Tank spills 37.9 /year

5. Flood Planning

This development does not require a flood impact assessment since it is not located in a flood

affected area, as shown in Appendix E.

5-19 GEORGE ST, BLACKTOWN PAGE 12

6. Conclusion

This development is affected by Controls 4.2, 4.3 and 4.4 of Council’s DCP Part J.

Control 4.2 will be addressed through the payment of a mandatory contribution under the Section

7.11 Contributions Plan 19. Dispensation is sought from the requirement of a GPT and hydrocarbon

trap, on the basis that there are no trafficable catchments nor public open spaces proposed,

therefore levels of gross pollutants and hydrocarbons will be far lower than developments for which

this requirement is intended.

A rainwater tank has been supplied to meet the objectives if Control 4.3. A 30kL tank will meet 80%

of the demand from 13 toilets in the commercial sector of the building and provides total of

385.2kL/year of reuse.

The intent of Control 4.4 is to limit the peak discharge from the development to rates that will not

place strain on Council’s existing stormwater infrastructure, and not threaten receiving waters by

increasing the magnitude and frequency of discharge. The OSD tank proposed to attenuate these

peak flows has been sized and designed in accordance with Council’s requirements and WSUD

Standard Drawings. It is easily and safely accessible, has adequate freeboard to surrounding floor

levels, has an outflow pipe sized for the 1 in 100 year event, with a surcharge grate to the street,

and thereby meets all of Council’s requirements.

All modelling and design has been done with Council’s own S3QM tool, therefore the proposed

stormwater management scheme is a ‘Deemed to Comply’ solution. The proposed scheme is an

exemplary design for built form developments, incorporating stormwater management measures

into “dead space” in the architecture so as not to sterilise developable space, while meeting all of

Council’s stormwater management objectives.

5-19 GEORGE ST, BLACKTOWN PAGE 13

Appendix A – Survey

ELECTRICALCABINET & PIT

STAIRS

SUBSTATION

GATE

STAIRS

GATE

GATEPITS

M.G

.A.

LEGEND

LOTS 19-25D.P.11157

LOTS 26 & 27D.P.137472

SUBSTATION LINE 25m FROM RAIL BOUNDARY

61

61

60.5

60

6059

.5

59.5

59

59

58.5

58

58

57.5

57.5

56.5

56

55.5

55

54.5

54

54

57

57

59.5

58

CO

NC

RETE TR

AFFIC ISLAN

D

CO

NC

RETE R

AMP

PATHM

ESH

K & G

V/C

V/C

CO

NC

.

PAVED

MET

ALPI

CKE

TFE

NC

E

METAL

GATE

METAL PICKET FENCE ON BRICK WALL

CEMENTRENDERED SHOP

METAL ROOF1 GEORGE STREET

TWO STOREYCONCRETE &

GLASSBUILDING18 FIRSTAVENUE

BITUMENCARPARK

BITUMENCARPARK

BITUMENCARPARK

SHED

CO

NC

. K & G

CO

NC

. K & GC

ON

C.

METAL

FENC

EPATH

PATH

PAVED

PATHC

ON

C. K & G

P/C

P/C

P/C

P/C

PIT

PIT

PIT

TC

P/C CO

NC

.

61

HUMPHRIES LANE

LANE

LAN

E

ZOLYO

MI

BB

A A

A

'RAILWAY CORRIDOR'

SUN

NYH

OLT

RO

AD

HUMPHRIES LN.

PP

PPLPPP

PP

PPPPPP

PP

PP

PP PP

PP

PP

PPLP

LPLP

LP

LP LP

LP

LP

LP

LP

PP

LP

PPLP

PP

BOL

BOLBOL

HYD

SV

HYD

HYDSV

BOL

BOLWM

WMWM

SS

SS

SS

SS

SS

SS

SS

SS

SSSSSS

SSSS

SS

SS

SS

SS

GP

TCP

TCP

GP GP

GP

GP GP GP GPGP GP

IE

SINGLE STOREYBRICK BUILDING

METAL ROOF

SINGLE STOREYCONCRETE

BLOCK BUILDINGMETAL ROOF

GRAVEL

GRAVEL

2 STOREYBRICK & CONCRETE

BUILDINGMETAL ROOF

BITUMEN

CONCRETE

SINGLE STOREYBRICK BUILDING

METAL ROOF

2 STOREYCONCRETE BUILDING

METAL ROOF

DR

AIN

DISH

DR

AIN

TC

TC

TC

CONCRETE

CONCRETE

CONCRETEPITPIT

RET.WALL

PIT

EDGE OF BITUMEN

P/C

P/C

P/C

VEHICLE CROSSINGRET. WALL

DR

AIN

DRAIN

DR

AIN

SING

LE STOR

EY

BRIC

K BUILD

ING

METAL R

OO

F

TOP OF BANK TANK

TCTC

METAL

POST

&W

IRE

MESH

FENC

E

SMH

SWP SWP

TC

V/C V/C

GRAVEL

TC

GRASS

SWPPIT

V/C V/CV/C

TCTC PITPIT

GARDEN

METAL

FENC

E

METAL PO

ST&

RAILIN

GFEN

CE

PIT

TC

DRAIN

METAL POST & WIRE MESH FENCE

METAL

FENC

E

EP

EP

V/C

V/C

P/CP/C

TC

TL

A.H.D.

DRAINAGE PIPE SIZE AND INVERT LEVEL

AUSTRALIAN HEIGHT DATUM

BENCH MARK

HYDRANT

OVERHEAD POWERLINE

TREE

POWER POLE

TELECOMMUNICATION PIT

SEWER MAINTENANCE HOLE

POWER & LIGHT POLE

STORM WATER PIPE

STOP VALVE

GULLY PIT WITH LINTEL

VEHICLE CROSSING

STREET SIGN

LIGHT POLE

PIT (SERVICES)

PRAM CROSSING

TRAFFIC LIGHT

BOLLARD

ELECTRICAL PILLAR

TRAFFIC CONTROL PIT

SWP

SMH

WATER METER

SLOPING BANKTOP

BOTTOM

TL

TL

TL TL

P/C

P/C

SMH

V/C V/C

P/C

CONC. K & G

REDUCED LEVEL

CONCRETE KERB & GUTTER

FLAG POLE

SEWER INSPECTION EYE

BM

BM NAIL IN KERBR.L. 60.03 (A.H.D.)

VACANT

LP CONCRETE PATH

V/C

LEGEND (DBYD)

APPROXIMATE LOCATION OF WATER MAIN (VIDE DBYD)

APPROXIMATE LOCATION OF SEWER (VIDE DBYD)

STORM WATER PIT

ELEVATION A-ASCALE 1:200

WINDOWS

WINDOWS

ELEVATION B-BSCALE 1:200

WINDOWS

WINDOWSWINDOWS

WINDOWS

Survey Notes:-Location of structures approximate only.

The levels and details on this plan have been determined by stadiamethods and are within the general accepted accuracies for suchsurveys. All set out levels must be referred to the bench mark.

Bearings and Distances are by deed only and are subject to FinalSurvey. Except where shown by dimension, the relationship ofimprovements to boundaries is diagrammatic only. The truepositions are subject to Final Survey.

Tree sizes are estimates and indicative only.

Services and utilities shown have been located by physicalevidence and/or by reference to service plans from the relevantauthorities. Subsurface utility information shown in accordancewith AS5488-2013 QL-D. Pits may not have been opened to verifythe type of utility. Excavation has not been carried out to confirmunderground location. Service details should be confirmed with therelevant service authority during design and prior tocommencement of construction.

As part of your duty of care, please contact the following wherenecessary :-

Ausgrid Ph. 131535Dial Before You Dig Ph. 1100Endeavour Energy Ph. 131081Jemena Gas Company Ph. 131245NBN Ph. 1800 881 816Optus Communications Ph. 1800 505 777Sydney Water Ph. 132092Telstra Corporation Ph. 132203

This plan has been prepared for the exclusive use of the principalas listed in the title block.

Any construction on or near the boundaries will require furthersurvey so that marks defining boundaries can be placed.

All set out levels must be referred to the bench mark.

© Copyright Craig & Rhodes Pty. Ltd. 2018.

No part of this survey may be reproduced, stored in a retrievalsystem or transmitted in any form without the express permissionof the copyright owner except as permitted under the Copyright Act1968.

Any permitted downloading, electronic storage, display, print, copyor reproduction of this survey should contain no alteration oraddition to the original.

These notes must not be erased.

ORIGIN OF LEVELS: ORIGIN OF LEVELS S.S.M.46850 R.L.62.029 A.H.D. (VIDE SCIMS DATED 10/3/17)

AMEND. No.: DATE: DETAILS:01 04/05/2017 RAIL BOUNDARY OFFSET ADDEDAMEND. No.: DATE: DETAILS:02 21/08/2018 ADD DETAIL SUNNYHOLT RD. & INT. HUMPHRIES LN. & PRINCE ST.

A1A B C D E F G H I J K L M N O P

12

34

56

78

910

11

Proj.Man.

Council Ref.

L.G.A.

Drawn.

Date

Calc's

Principal:

Datum

Scale

Project:

Dwg File Ref. [Rev] - Sheet Ref.

OurRef.

Client Ref:

ABN 77 050 209 991 ACN 050 209 991Suite 701, Level 7, 3 Rider Boulevard,

Rhodes, NSW, 2138PO Box 3220, Rhodes NSW 2138

Tel. 9869-1855reception@crhodes.com.au

www.craigandrhodes.com.au© Craig & Rhodes

ISO 14001Environmental

Management System

AS/NZS 4801OH&S

Management System

018-17

018-17G T01 [02]- SHEET 1 OF 1

CLG DEVELOPMENT Pty Ltd

1:400

20 APRIL 2017

A.H.D. BLACKTOWN

D.E. K.S. A.K.

5-19 GEORGE ST, BLACKTOWN PAGE 15

Appendix B – S3QM Certificate

S3QM Deemed to Comply CertificateCertificate Number: 4022

This certificate confirms that the proposed development will meet Blacktown City Council’s requirements for water sensitiveurban design described in Blacktown Development Control Plan (Part J) 2015.Terms used in this certificate or in the commitments have the meaning given by Blacktown Development Control Plan (PartJ) 2015.

General Manager

Blacktown City Council

Date of Issue: Tue Jun 04 2019

To be valid this certificate must be lodged within 3 months of the date of issue:

Project Summary

Author snoble@northrop.com.au

Project Name Goodluck Plaza - George St_revision 2

Site Address 5-19 George St, Blacktown

Lot/DP Number 19-25/11157 & 26-27/137472

Project Number 181363

Land use Business

Compliance

Does the project comply with all relevant criteria? Yes

Site Details

Site Area (m ) 4629

Roof Area (m ) 2162

Road Area (m ) 0

Other Impervious Area (m ) 2467

Pervious Area (m ) 0

Applicable Development Controls

2

2

2

2

2

Water Conservation Yes

On-site water quality No

On-site works, Section 94 or VPA Section 94 mandatory contribution required and theconstruction of a Gross Pollutant Trap and a HydrocarbonTrap.

On-site detention Yes

Groundwater (more than 1.5m of cut or fill or morethan 1m of cut or fill if development is on waterfrontland)

Yes

Waterfront Land (within 40m of a waterway) No

Statement of CommitmentsOSD Commitments

Site

Site Area (m²) 4629

Site Area NOT draining to OSD (m²) 0

Reduced Levels (AHD)

RL of Top of Tank (m) 57.495

RL of Bottom of OSD Tank (m) 55.74

RL of 1.5 Year ARI Overflow Weir (m) 56.715

RL of Emergency Overflow Weir (m) 57.22

RL of 1.5 Year ARI Orifice Centreline (m) 55.55

RL of 100Year ARI Orifice Centreline (m) 55.44

RL of Invert of Discharge to Council Drainage (m) Pit 54.45

RL of obvert of Pit outlet pipe (m) 54.775

Minimum RL of Garage Floor (m) 57.585

Minimum RL of House Floor (m) 57.685

OSD Details

Internal Height (m) 1.755

Required Storage BELOW 1.5 Year ARI Overflow Weir (m ) 138.45

Required Storage BELOW Emergency Overflow Weir (m ) 210.16

Additional Details

Length of Emergency Overflow Weir (m) 2.4

Number of 1.5 Year ARI Orifices 1

Number of 100 Year ARI Orifices 1

1.5 Year ARI Orifice Size (mm) 90

100 Year ARI Orifice Size (mm) 176.5

Discharge Details

Using Filter Cartridges to manage Water Quality No

1.5 Year ARI Discharge (l/s) 18.5

1.5 Year ARI Orifice Discharge (l/s) 18.5

100 Year ARI Discharge (l/s) 88

100 Year ARI Orifice Discharge (l/s) 88

Water Conservation Commitments

3

3

Catchment 1

Roof area connect to tank 100 %

Total Tank Capacity 30.0 kl

Irrigated Area 0 m

Number of Toilets and Urinals 13

Non Potable Demand 0 kl/day

Water Quality Commitments

Water Quality Commitments Not Required

2

5-19 GEORGE ST, BLACKTOWN PAGE 20

Appendix C – Catchment Plan

POST-DEVELOPMENT

CATCHMENT PLAN

03DAC05.01

NOT FOR CONSTRUCTION

Sydney

Level 11 345 George Street, Sydney NSW 2000

Ph (02) 9241 4188 Fax (02) 9241 4324

Email sydney@northrop.com.au ABN 81 094 433 100

181363

CIVIL ENGINEERING WORKS

DEVELOPMENT APPLICATION

GOOD LUCK PLAZA

5 - 19 GEORGE STREET,

BLACKTOWN

5-19 GEORGE ST, BLACKTOWN PAGE 22

Appendix D – Stormwater Management Plan and Details

SITEWORKS AND STORMWATER

MANAGEMENT PLAN - BASEMENT 1

01DAC02.02

NOT FOR CONSTRUCTION

Sydney

Level 11 345 George Street, Sydney NSW 2000

Ph (02) 9241 4188 Fax (02) 9241 4324

Email sydney@northrop.com.au ABN 81 094 433 100

181363

CIVIL ENGINEERING WORKS

DEVELOPMENT APPLICATION

GOOD LUCK PLAZA

5 - 19 GEORGE STREET,

BLACKTOWN

NOT FOR CONSTRUCTION

CIVIL ENGINEERING WORKS

SKETCH

NOT FOR CONSTRUCTION

CIVIL ENGINEERING WORKS

CONSTRUCTION CERTIFICATE

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STORMWATER MANAGEMENT

DEVICES - SHEET 01

2DAC03.01

NOT FOR CONSTRUCTION

Sydney

Level 11 345 George Street, Sydney NSW 2000

Ph (02) 9241 4188 Fax (02) 9241 4324

Email sydney@northrop.com.au ABN 81 094 433 100

181363

CIVIL ENGINEERING WORKS

DEVELOPMENT APPLICATION

GOOD LUCK PLAZA

5 - 19 GEORGE STREET,

BLACKTOWN

· ℄· ℄

STORMWATER MANAGEMENT

DEVICES AND OTHER DETAILS -

SHEET 02

03DAC03.02

NOT FOR CONSTRUCTION

Sydney

Level 11 345 George Street, Sydney NSW 2000

Ph (02) 9241 4188 Fax (02) 9241 4324

Email sydney@northrop.com.au ABN 81 094 433 100

181363

CIVIL ENGINEERING WORKS

DEVELOPMENT APPLICATION

GOOD LUCK PLAZA

5 - 19 GEORGE STREET,

BLACKTOWN

5-19 GEORGE ST, BLACKTOWN PAGE 26

Appendix E – Flooding Map