appendix e - city of monash...14me0529-rpt-smp-pm1-r3.docx 2-3 1 introduction 1.1 general this...

Appendix EStormwater management plan prepared by Irwinconsult Pty Ltd

1 Renver Road, Clayton Proposed Apartment Development

Stormwater Management Plan

12th May 2015 Revision 3

job no: 14ME0529

Irwinconsult Pty Ltd Level 3, 289 Wellington Parade South, East Melbourne VIC 3002 Australia ABN 89 050 214 894 t +61 3 9622 9700 f +61 3 9650 6664 [email protected] www.irwinconsult.com.au

1 Renver Road, Clayton Proposed Apartment Development

Stormwater Management Plan

12th May 2015 Revision 3

job no: 14ME0529

Irwinconsult Pty Ltd Level 3, 289 Wellington Parade South, East Melbourne VIC 3002 Australia ABN 89 050 214 894 t +61 3 9622 9700 f +61 3 9650 6664 [email protected] www.irwinconsult.com.au

14ME0529-Rpt-SMP-pm1-R3.docx i

document control project name 1 Renver Road, Clayton – Apartment Development

project number 14ME0529

Revision Date File name 14ME0529-Rpt-SMP-pm1-R0.docx

0 21/10/2014

Description Draft for Comment

Prepared Checked Approved

Initial PM1 LOT PM1

1 20/11/2014

File name 14ME0529-Rpt-SMP-pm1-R1.docx

Description Final Draft


Initial PM1 LOT PM1

2 05/12/2014


Description FINAL ISSUE


Initial PM1 LOT PM1

3 12/05/2015


Description Council Issue


Initial GC1 PLM PLM

File name

Description


Initial

1 Renver Road, Clayton Stormwater Management Plan

contents

14ME0529-Rpt-SMP-pm1-R3.docx ii

Glossary of Terms ................................................................................ 1-1

Executive Summary ............................................................................. 1-2

1 Introduction .................................................................................... 1-3

1.1 General ..................................................................................................... 1-3 2 Existing Site Conditions ............................................................... 2-3

2.1 General ..................................................................................................... 2-3 2.1 Site Topography and Features ................................................................ 2-3 2.2 Existing Drainage ..................................................................................... 2-5

3 The Development ........................................................................... 3-5

4 Drainage Strategy .......................................................................... 4-6

4.1 Drainage Design Criteria ......................................................................... 4-6 4.1.1 Legal Point of Discharge .................................................................................... 4-6 4.1.2 Australian Standards .......................................................................................... 4-6

4.2 Drainage Scheme Plan ............................................................................ 4-7 4.2.1 Ground Level Drainage ...................................................................................... 4-7 4.2.2 Basement Drainage ............................................................................................ 4-7

4.3 Stormwater Detention Calculations ........................................................ 4-8 4.3.1 General ................................................................................................................. 4-8 4.3.2 Rainfall Intensity-Frequency-Duration ............................................................. 4-8 4.3.3 Hydrological Model ............................................................................................. 4-9

4.4 Existing Site Peak Flow Estimate ........................................................... 4-9 4.4.1 Existing Site Catchment Plan ............................................................................ 4-9 4.4.2 Development Catchment Plan ......................................................................... 4-11 4.4.3 Stormwater Detention ...................................................................................... 4-12

5 Reference Documents ................................................................. 5-14

Appendix A – Legal Point of Discharge ........................................... 5-15

Appendix B – Stormwater Drainage Scheme Plan .......................... 5-16


14ME0529-Rpt-SMP-pm1-R3.docx 1-1

Glossary of Terms Average Return Interval (ARI)

The average or expected value of the periods between exceedances of a given rainfall total accumulated over a given duration. Eg. 100 year ARI flood is expected to be exceeded every 100 years. It is implicit in this definition that the periods between exceedances are generally random.

Australian Height Datum (AHD)

A common national surface level datum approximately corresponding to mean sea level.

Catchment Area draining to a site. It always relates to a particular location and may include the catchment of tributaries as well as main stream.

Discharge The rate of flow of water measured in terms of volume over time.

Geographical Information Systems (GIS)

A system of software and procedures designed to support the management, manipulation, analysis and display of spatially referenced data.

Hydraulics Is the topic in civil engineering with the mechanical properties water flow through such things as pipe drainage networks, dams rivers, stream and across land.

Hydrograph A graph that shows the discharge to time relationship of a hydraulic flow at a particular location.

Hydrology The term given to the study of the rainfall and runoff processes as it relates to the derivation of hydrographs for given floods.

Intensity Frequency Duration (IFD) Analysis

Statistical analysis, describing the rainfall intensity (mm/hr), frequency (probability measured by the AEP), duration (hrs). This analysis is used to generate design rainfall estimates.

Peak flow The maximum discharge occurring during a flood event.

Legal Point of Discharge The point which is specified by Council as the stormwater outlet point for an individual property,

Runoff The amount of rainfall that actually ends up as stream or pipe flow, also known as rainfall excess.

Topography A surface that describes the ground profiles of a chosen land area.

XP-SWMM The hydrological and hydraulic model used in this study to simulate the site catchments runoff and flow of water through the pipe drainage network.



Glossary of Terms Average Return Interval (ARI)

The average or expected value of the periods between exceedances of a given rainfall total accumulated over a given duration. Eg. 100 year ARI flood is expected to be exceeded every 100 years. It is implicit in this definition that the periods between exceedances are generally random.

Australian Height Datum (AHD)

A common national surface level datum approximately corresponding to mean sea level.

Catchment Area draining to a site. It always relates to a particular location and may include the catchment of tributaries as well as main stream.

Discharge The rate of flow of water measured in terms of volume over time.

Geographical Information Systems (GIS)

A system of software and procedures designed to support the management, manipulation, analysis and display of spatially referenced data.

Hydraulics Is the topic in civil engineering with the mechanical properties water flow through such things as pipe drainage networks, dams rivers, stream and across land.

Hydrograph A graph that shows the discharge to time relationship of a hydraulic flow at a particular location.

Hydrology The term given to the study of the rainfall and runoff processes as it relates to the derivation of hydrographs for given floods.

Intensity Frequency Duration (IFD) Analysis

Statistical analysis, describing the rainfall intensity (mm/hr), frequency (probability measured by the AEP), duration (hrs). This analysis is used to generate design rainfall estimates.

Peak flow The maximum discharge occurring during a flood event.

Legal Point of Discharge The point which is specified by Council as the stormwater outlet point for an individual property,

Runoff The amount of rainfall that actually ends up as stream or pipe flow, also known as rainfall excess.

Topography A surface that describes the ground profiles of a chosen land area.

XP-SWMM The hydrological and hydraulic model used in this study to simulate the site catchments runoff and flow of water through the pipe drainage network.



Executive Summary The overall drainage strategy is illustrated in sketch drawings CSK002 Grand Level and CSK003 Basement presented in Appendix B. The proposed drainage strategy for the Development takes into account the City of Monash Council requirements for Legal Point of Discharge and requirement for control of peak discharge from the site. The Legal Point of Discharge nominated by Council is the stormwater pit in Renver Road located adjacent to the south east corner of the site in front of 15 Renver Road. All stormwater from the Development must discharge to this pit. The stormwater systems for the Development will include both above ground building drainage and below ground systems. The systems will be designed in accordance with requirements of AS 3500 Part 3 Stormwater Drainage. The stormwater drainage system will collect:

roof drainage that is brought to ground in downpipes where they will connect to the internal below ground drainage system.

all external hard pavement areas including - access roads, footpaths and landscape areas.

agricultural (agi) subsoil drainage to landscape and garden areas.

The peak stormwater discharge rate from the site will be controlled by below ground stormwater detention tanks and flow control orifice device fitted in the last manhole inside the site, i.e. just prior to the legal point of discharge. It is proposed that the detention tanks be positioned in the south weast . Water Sensitive Urban Design is proposed to include an oil and silt separation unit to control pollution in runoff from internal car park areas and roads.



1 Introduction 1.1 General This Stormwater Management Plan (SMP) has been prepared for the proposed apartment development a 1 Renver Road, Clayton (referred to herein as The Development). The SMP has been prepared in support of the town planning application to the City of Monash Council being completed by Mushan Architects. The SMP will provide details of the stormwater drainage scheme proposed for The Development and demonstrates compliance with the Council’s drainage requirements for the site and also compliance with other relevant Australian standards and best practice Water Sensitive Urban Design principles. More specifically key aims of the SMP are to define:

the Legal Point of Discharge for The Development;

the design criteria for the on-site drainage in accordance with requirements of AS 3500;

the stormwater drainage scheme plan for The Development including notional drainage alignments, building connection points, location of detention systems and WSUD features;

on-site detention requirements including calculation of volumes required to meet Council requirements;

and to:

outline the proposed WSUD systems to achieve pollution reduction targets set for the development.

2 Existing Site Conditions 2.1 General The Development site is vacant block of land located between Renver Road and Cambro Road in Clayton. The overall area of the Development site is 1.02 hectares. The previous landuse of the site has been as a school. The school has been closed and school buildings have been demolished. 2.1 Site Topography and Features The Development site is a vacant block of land located between Renver Road and Cambro Road in Clayton. The overall area of the Development site is 1.02 hectares. The Development site and surrounding area has been surveyed and a topographical plan showing existing conditions is presented in Figure 2-1 below.



Figure 2-1 Existing Site Survey Plan Inspection of the site was conducted by Gervaise Christie of Irwinconsult in October 2014 and brief discussion on the site features follows. The site topography generally falls from north-west to south-east with levels ranging from RL69.15m AHD to 68.31m AHD. Grading of the site is even with no appreciable depressions or low lying land. Vegetation across the site includes mild grass cover with previous trees remaining from previous developments on site which are small to medium in size. There is an existing steel shelter (Carport as denoted in survey plan) still remaining on site. This structure does not have any stormwater drainage attached to it and will be removed as noted in the architectural drawings provided. Through the visual inspection, the ground across the site was observed to be loamy clay in nature. There are a series of areas where previous developments are still remaining including:

Concrete driveway to Cambro Road;

Bitumen surfacing at gateway entrance from Renver Road;

Gravel surfacing at southern end of Renver Road showing remnants of a previous carpark;

Concrete slab located on the Renver Road side of the site in the centre is a previous building foundation with a Grated and Junction pit both located within these.



2.2 Existing Drainage Asset records of existing Council drainage assets have been obtained from City of Monash and presented in Figure 2-2 below.

Figure 2-2 Existing Site Drainage Plan Figure 2-2 shows an existing 300 diameter Council drain extending along Renver Road to the south east corner of The Development site. This drainage system starts at the junction pit continuing south along Renver Road to larger Melbourne Water infrastructure at the Princes Highway. There is a series of stormwater pits located on the Renver Road side of the site which were sealed and unable to be opened at the time of the inspection. These drains are private infrastructure and may be abandoned as part of The Development. The current easement through the centre of the site contains no infrastructure and is considered redundant. 3 The Development The Development plan by Mushan Architects proposes the construction of residential apartments including a four story apartment building with basement car park and 28 townhouses. The apartment building will be positioned central to the site with townhouses positioned on both the north and south sides of the site in rows of 14 townhouses respectively. Hard surfacing across the site will include vehicular driveways and footpaths. The remainder of the development site will be made up of soft landscape and lawns areas.



A copy of The Development site plan proposed by Mushan Architects is provided in Figure 3-1 below.

Figure 3-1 The Development Site plan 4 Drainage Strategy 4.1 Drainage Design Criteria 4.1.1 Legal Point of Discharge The Legal Point of Discharge (LPD) for the development site has been nominated by the City of Monash to the Council pit located in front of 15 Renver Road. This is the 300 diameter pipe identified in Figure 2-2. All on-site drainage from The Development should be connected to this point. Copy of the approved Legal Point of Discharge provided in Appendix A. The LPD approval from the Council also stipulates that the development needs to also provide on-site detention. Council has confirmed that stormwater detention is required for The Development to balance the 10 year ARI post development peak flows with the existing 5 year ARI peak flow rate. Clarification on detention requirements have been provided by Council in their email dated 16/10/2014 - also saved to Appendix A. 4.1.2 Australian Standards The design criterion for below ground pipe drainage has been adopted from Table 5.1 of AS3500 Pt 3 as as follows:



Minor below ground drainage system inside the development 10 year ARI

Major overland flow drainage 100 year ARI 4.2 Drainage Scheme Plan 4.2.1 Ground Level Drainage The drainage scheme plan for the Development is presented in Figure 4-1 below and repeated in Appendix B for clarity and legend.

Figure 4-1 Stormwater Drainage Scheme Plan The stormwater drainage system for The Development will include both above ground and below ground systems. The drainage system is to be designed with minor below ground drainage systems for the 10 year Annual Return Interval (ARI) storm events, and overland flow paths provided around and away from buildings for the major 100 year events. Below ground stormwater detention tanks are proposed to meet detention requirements by the Council. Stormwater pollution reduction is proposed by the inclusion of grassed drainage swales in the gardens areas and oils and silt separation unit installed at the end of the system and prior to water discharging off site. 4.2.2 Basement Drainage Basement drainage will be provided to take away groundwater from behind retaining walls and any water that may seep through walls into the building.



All groundwater collected from the basement will be to a small pump station located on the south east side of the basement and pumped out to the external building drainage system. Any water that may seep through the basement walls will be collected in spoon drains that will run around the perimeter of the basement. Water collected in the spoon drains will discharge to basement perimeter drainage system via floor wastes fitted into the spoon drainage at discrete locations. The basement subsoil pump station will be a two pump duty standby system with each pump rated to pump at 2 l/s. The pump will have high level and failure alarm system that will be connected to the core building control systems. A rising main from the pump station will connect to the stormwater drainage system external to the building at ground level. 4.3 Stormwater Detention Calculations 4.3.1 General Hydrological and hydraulic modelling of the stormwater detention system has been undertaken using the computer software XPSWMM. The software is recommended in AR&R Volume 1 Book VIII Urban Stormwater for modelling of complex drainage systems and is considered suitable for this project. This computer modelling has been completed to determine the existing discharge rate from the site as well as sizing the stormwater detention system. 4.3.2 Rainfall Intensity-Frequency-Duration Rainfall Intensity Frequency Data (IFD) used in the hydrological model has been derived using procedures and data provided in AR&R Volumes 1 and 2. A copy of the IFD chart is Figure 4-2 below.

Figure 4-2 Rainfall IFD Data



4.3.3 Hydrological Model The hydrological model used is the SWMM Non-linear Runoff Routing Method utilising the Horton Infiltration model. Parameters adopted are summarised below;

o Horton Infiltration Model (values estimated for dry loamy soils) - Max Infiltration Rate (Fo): 150mm/hr - Min (Asymptotic) Infiltration: 1.3mm/hr - Decay rate of infiltration: 1.18x10-3 1/sec - Max Infiltration volume 0.0mm

o Pervious Area - Manning’s n: 0.03 - Depression storage: 2.5mm

o Impervious

- Catchment impervious fraction 75% - Manning’s n: 0.014 - Depression storage 1mm - Zero Detention (%) 25

The maximum or initial infiltration capacity, mm/hr. This parameter depends primarily on soil type, initial moisture content and surface vegetation conditions. The values adopted are typical for loamy soils as recommended by Akan (1993) – Reference XPSWMM User Manual. 4.4 Existing Site Peak Flow Estimate 4.4.1 Existing Site Catchment Plan The existing site catchment plan is illustrated in Figure 4-3 below.



Figure 4-3 Pre-Development Catchment Plan

Area take-off for the pre-developed site is provided in Table 3-1. Table 3.1 Pre-Development Site Catchment Areas

Total Area (m2)

Hard Pavement Roof Grass Surface Total

Sub-Total Area (m2)

Cv

Eff. Imp Area (m2)

Sub-Total Area (m2)

Cv

Eff. Imp Area (m2)

Sub-Total Area (m2)

Cv

Eff. Imp Area (m2)

Eff. Imp Area (m2)

Cv

10,204 1,741 90% 1,567 0 100% 0 8,463 15% 1,269 2,836 28%

Calculation of 5 year ARI peak flows for the existing site catchment has been calculated from the XPSWMM model discussed above. Multiple storm durations have been trialled to identify the peak value for catchment. The peak rate of discharge was found to result from the 120 minute storm duration with values 55 litres/sec.

Refer discharge hydrographs presented in Figures 4-4 below.



Figure 4-4 Existing Site 5 Year ARI Peak Flow Estimate 4.4.2 Development Catchment Plan Catchment plan for the development is presented in Figure 4-5 below.

Figure 4-5 Post Development Catchment Plan



Area take-off for the post-developed site is provided in Table 4-2 below. Table 4.1 Post-Development Site Catchment Areas

Total Area (m2)

Hard Pavement Roof Grass Surface Total

Sub-Total Area (m2)

Cv Eff. Imp Area (m2)

Sub-Total Area (m2)


Sub-Total Area (m2)


Eff. Imp Area (m2)

Cv

10,203 1,408 90% 1,267 5,992 100% 5,992 2,803 20% 561 7,820 77%

The site will be fully developed with roofs, access roads and hard standing covering the majority of the site. The impervious fraction of the site for the use in hydrological calculations has been calculated to be 77%. 4.4.3 Stormwater Detention The strategy for stormwater detention is to balance peak flows from the Development for all events up to 10 year ARI with the existing site 5 year ARI peak flow values. Existing site 5 year ARI peak flow estimates is 55 litres/sec (Ref Section 3.4.1). Stormwater detention is proposed to be achieved by inclusion of a 80m3 below ground detention tank located in the south east corner of the site. All stormwater will pass through the tank before being released to the Council’s drainage system. Notional design parameters of the tank are as follows:

Plan Area: 80m2 Tank Height: 1m

Discharge flow control from the detention tank is achieves using 150mm Ø orifice plate fitted to the junction pit directly downstream of the tank. The orifice plate has been design to achieve a peak flow rate of 56 litres/sec with 1 meter driving head. The detention tank has been evaluated using the XPSWMM model for the 10 year ARI critical storm event. The basin has been tested for all relevant storm durations. Calculated water levels in the tank are presented in Figure 4-6 below that show the 120 minute storm event to be critical with a peak level of 67.991 AHD.



Figure 4-6 Proposed Detention Tank Peak Water Levels Corresponding peak discharge rates from the basin are presented in Figure 4-7.



Figure 4-7 Detention Basin – Orifice Peak Discharge Rates The peak discharge rate from the basin for the critical 10 year 2 hour storm event has been calculated to be 56 litres/second. This value equals the existing site calculated 5 year ARI peak hence acceptable. 5 Reference Documents Relevant Australian Standards:

AS3500.3 Stormwater Drainage Other guidance documents:

City of Monash Council, Policy Engineering Requirements for Infrastructure Construction

Australian Rainfall and Runoff Volumes 1 & 2

Victoria State Planning Policy Framework, Clause 19 Infrastructure

CSIRO, Urban Stormwater: Best Practice Environmental Management Guidelines



Appendix A – Legal Point of Discharge

1

Peter Munzel

From: Gervaise ChristieSent: Thursday, 16 October 2014 12:17 PMTo: Costas ConstantinouCc: 'Peter Munzel ([email protected])'Subject: RE: 1-13 Renver Road, Clayton - Stormwater Easement ConfirmationAttachments: 1 Renver RD, CLAY Approved Drainage Plan.pdf

Follow Up Flag: Follow upFlag Status: Flagged

Thanks Costas, Kindly appreciate your passing on this information and also the plan you have attached. Regards Gervaise Christie Engineer - Civil

Level 3, 289 Wellington Parade South East Melbourne VIC 3002 Australia p +61 3 9622 9700 d +61 3 9622 9765 [email protected] www.irwinconsult.com.au

From: Costas Constantinou [mailto:[email protected]] Sent: Thursday, 16 October 2014 11:18 AM To: Gervaise Christie Subject: RE: 1-13 Renver Road, Clayton - Stormwater Easement Confirmation Good morning Gervaise One item to make clear to you is that Its detention not retention. Before we cam work out detention system values (storage and discharge rate) we need to view the development plans for the property. (Basically 1 in 10 detention system with 1 in 5 permissible site discharge) I hope this assists you in understanding Council’s position Thankyou Cheers Costas From: Gervaise Christie [mailto:[email protected]] Sent: Wednesday, 15 October 2014 4:11 PM To: Costas Constantinou

1

Peter Munzel

From: Gervaise ChristieSent: Thursday, 16 October 2014 12:17 PMTo: Costas ConstantinouCc: 'Peter Munzel ([email protected])'Subject: RE: 1-13 Renver Road, Clayton - Stormwater Easement ConfirmationAttachments: 1 Renver RD, CLAY Approved Drainage Plan.pdf

Follow Up Flag: Follow upFlag Status: Flagged

Thanks Costas, Kindly appreciate your passing on this information and also the plan you have attached. Regards Gervaise Christie Engineer - Civil


From: Costas Constantinou [mailto:[email protected]] Sent: Thursday, 16 October 2014 11:18 AM To: Gervaise Christie Subject: RE: 1-13 Renver Road, Clayton - Stormwater Easement Confirmation Good morning Gervaise One item to make clear to you is that Its detention not retention. Before we cam work out detention system values (storage and discharge rate) we need to view the development plans for the property. (Basically 1 in 10 detention system with 1 in 5 permissible site discharge) I hope this assists you in understanding Council’s position Thankyou Cheers Costas From: Gervaise Christie [mailto:[email protected]] Sent: Wednesday, 15 October 2014 4:11 PM To: Costas Constantinou

2

Cc: [email protected] Subject: RE: 1-13 Renver Road, Clayton - Stormwater Easement Confirmation Hi Costas, Following our correspondence for the easement and existing stormwater we are putting together a Stormwater Management Plan to submit to the architect for their town planning application. Would you be able to provide us with any relevant information or design criteria relating to the requirements for detention and retention required by the City of Monash I noted in the LPD response that ‘…during the town planning process detention system requirements and/or drainage contribution will be determined’. As a Town planning permit hasn’t been provided what direction would you like to see the stormwater management take? A detention criteria to be met? Looking at the dial before you dig response that was provided there is a 300mm diameter pipe to connect to in Renver Road, will you be placing a peak storm criteria or flow restriction in L/s to this pipe for us to works to? I have also read through the Monash Planning Scheme – Stormwater Management Policy and identified that …

- stormwater flows generated from water falling on the impervious areas be managed by on-site retention systems.

Does this infer we will need to provide a tank system or a form of water sensitive urban design retention basin. Thanks Gervaise Christie Engineer - Civil


From: Costas Constantinou [mailto:[email protected]] Sent: Wednesday, 17 September 2014 3:37 PM To: Gervaise Christie Subject: RE: 1-13 Renver Road, Clayton - Stormwater Easement Confirmation Hi Gervaise According to council records there is no council owned drainage asset within the easement however there may be private stormwater drains which council does not own or maintain or have records of. I would suggest you investigate for yourself if any assets exists. Also check with sewer authority for sewer drains within the easement Thanks Cheers Costas

3

From: Gervaise Christie [mailto:[email protected]] Sent: Wednesday, 17 September 2014 1:36 PM To: Costas Constantinou Cc: Mail @ Monash Subject: 1-13 Renver Road, Clayton - Stormwater Easement Confirmation Hi Costas, Would you be able to either assist us with a query relating to the a stormwater easement which is noted on the attached title? We current have a building proposal for a structure over the top of tis easement and need to confirm if it is actually in use. The current Dial Before you Dig response doesn’t show any stormwater present within the property boundary though an easement is show on the title. Before we start the process of applying for build over permits and redesigning the stormwater diversion around the building we need to clarify this. If you would like to discuss please call Thanks Gervaise Christie Engineer - Civil


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4

______________________________________________________________________ This email has been scanned by the Symantec Email Security.cloud service. For more information please visit http://www.symanteccloud.com ______________________________________________________________________ This e-mail and any files transmitted with it are confidential and are intended solely for the use of the individual or entity to whom it is addressed. Any personal or sensitive information contained in this e-mail (and any attachments) must be handled in accordance with the Victorian Information Privacy Act 2000, or the Health Records Act 2001, as applicable. If you are not the intended recipient or the person responsible for delivering the e-mail to the intended recipient, be advised that you have received this e-mail in error and that any use, dissemination, forwarding, printing, or copying of this e-mail and any file attachments is strictly prohibited. If you have received this e-mail in error, please immediately notify us by telephone at 03 9518-3555 or by reply e-mail to the sender. You must destroy the original transmission and its contents ********************************************************************** ______________________________________________________________________ This email has been scanned by the Symantec Email Security.cloud service. For more information please visit http://www.symanteccloud.com ______________________________________________________________________



Appendix B – Stormwater Drainage Scheme Plan

CAMBRO ROAD

RENVER ROAD

WE

LLING

TO

N R

OA

D

BITU

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UR

FAC

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GR

AV

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SU

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TE D

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RE

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RE

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WA

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CA

RP

OR

T

GR

AS

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DA

RE

A

GR

AS

SE

DA

RE

A

GR

AS

SE

DA

RE

A

CR

OS

SO

VE

R

CR

OS

SO

VE

R

CR

OS

SO

VE

R

CR

OS

SO

VE

R

CR

OS

SO

VE

R

Ht 13m

H

t 13m

Ht 15m

Ht 16m

Ht 11m

Ht 16m

Ht 9m

Ht 10m

JP69.33JP69.30

GP

69.23

JP69.10

JP68.93

JP68.88

JP68.53

JP68.17

GP

69.12

GR

AS

SE

DA

RE

A

SU

RFA

CE

1.8m H

IGH

PA

LING

FEN

CE

2m HIGH CHAIN WIRE MESH FENCE

2m HIGH CHAIN WIRE MESH FENCE

STE

EL TU

BIN

G FE

NC

E

RID

GE

RL 75.30

RID

GE

RL 73.05

RID

GE

RL 75.64

Ht 6m

Ht 6m

Ht 7m

Ht 9m

Ht 5m

Ht 11m

H

t 10m

Ht 9m

Ht 8m

Ht 6m

EA

VE

RL 74.22

RID

GE

RL 72.85

DO

UBLE STO

REY

BRIC

K BUILD

ING

SING

LE STOR

EY

BRIC

K BUILD

ING

DO

UBLE STO

REY

BRIC

K BUILD

ING

CO

NC

RE

TEW

ALL

1.8m H

IGH

PA

LING

FEN

CE

BR

ICK

WA

LL

SING

LE STOR

EY

BRIC

K BUILD

ING

BR

ICK

WA

LL

118

116

114

16

16

15

ON

LP10920LO

TS 124-130 & 136-142

TOTAL SITE AR

EA 1.02ha

No. 1

G G G G G G G G G G G G G G G G G G G G G G G G G G G G G G G G G G


SS

SS

S

W W W W W W W W W W W W W W W W W W W W W W W W W W W W W W

WW

WW

WW

WW

WW

WW

WW

WW

WW

W

E E E E E E E E E E E E E E E E E E E E E E E E E E E E E

D D D

DD

D

W W W W W W W W W W W W W W W W W W W W W W W W W W W W W W

G G G G G G G G G G G G G G G G G G G G G G G G G G G G G G G G G


225Ø

300Ø

LEGAL POINT OF DISCHARGETO CITY OF MONASH EXISTINGSTORMWATER PIT

1.22 6.18 16.70 7.90

9.30

25.54 9.00 25.54 9.40 16.70

1.50

LEGENDEXISTING SEWER

EXISTING WATER

EXISTING ELECTRICAL

EXISTING GAS

EXISTING STORMWATERDRAINAGE

W

S

E

G

D

SCALE

Level 3, 289 Wellington Parade SouthEast Melbourne VIC 3002

t +61 3 9622 9700 f +61 3 9650 6664 [email protected] ABN 89 050 214 894

SCALE INDICATED FOR REFERENCE ONLY. DO NOT SCALE DRAWING.

DISCLAIMER:COPYRIGHT OF THIS DRAWING IS VESTED IN IRWINCONSULT PTY LTD AND THIS DRAWING/FILE ISNOT TO BE REPRODUCED OR COPIED IN WHOLE OR IN PART, IN ANY FORM, WITHOUT THE PRIORWRITTEN APPROVAL OF IRWINCONSULT PTY LTD. THE RECIPIENT IS RESPONSIBLE FOR ENSURINGTHAT THEY REVIEW THE STATUS OF THIS DRAWING, AND ARE IN RECEIPT OF THE CURRENTREVISION PRIOR TO USE. EXCEPT WHERE FIGURED DIMENSIONS HAVE BEEN PROVIDED,IRWINCONSULT IS NOT RESPONSIBLE FOR DIMENSIONING AND SETTING OUT. THIS DRAWING HASNOT BEEN PRODUCED TO A LEVEL OF DIMENSIONAL ACCURACY SUITABLE FOR FABRICATION. THECONTRACTOR IS RESPONSIBLE FOR PRODUCTION OF FABRICATION / SHOP DRAWINGS WHERETHESE ARE REQUIRED. THIS DRAWING HAS BEEN PRODUCED FOR THE NAMED CLIENT FOR USE ONTHIS PROJECT ONLY AND IS NOT TO BE USED FOR ANY OTHER PURPOSE.DESCRIPTIONISSUE DATEBY

SCALE AT A1

DATE

CLIENT

APPROVEDDESIGNER

JOB No.

CHECKED

DRAWING No. ISSUE

DRAWN

PROJECT

TITLE

STATUS

DESCRIPTIONISSUE DATEBY

MUSHAN DESIGN STUDIO PTY LTD1 RENVER ROAD, CLAYTON

14ME0529

DA

TE P

LOTT

ED

: 7 M

ay 2

015

3:21

PM

BY

: A

RA

VIN

D M

AD

INE

ED

I

SCALE

CA

D F

ILE

: 14M

E05

29-C

SK

002.

DW

G

P1 PRELIMINARY ISSUE NBK N.Y.I.

GENERAL ARRANGEMENT PLAN - GROUND FLOOR

OCT, 2014 GC NBK PLM PLM

1:250 CSK002 P1

0

H 1:250

2.5 5 105 15m

AT A1

PRELIMINARY ISSUE

5 m

SOFTLANDSCAPE

TOWNHOUSEROOF

HARDPAVEMENT

APARTMENTROOF

AGAG

AGAG

AGAG AG

AGAG

AGAG

AGAG

AGAG

AGAG

AGAG

AGAG

AGAG

AGAG

AGAG

AG

AG

DP

DP

DP

DP

DP

DP

DP

DP

DP

DP

DP

DP

DP

DP

DP

DP

DP

DP

FOOTPATH

DOWN PIPECONNECTION

GRATED PIT

DRAINAGEPIPE

TRENCHGRATE

DETENTIONTANK

STORMWATER DRAINAGE CONCEPT PLAN

OVERLANDFLOW PATH

GRASSSWALE DRAIN

PIT FITTED WITHORIFICE FLOW

CONTROL DEVICE

PIT FITTED WITHORIFICE FLOWCONTROL DEVICE

GRATED TRENCH DRAIN AG AG AG AG AG SUBSOIL DRAIN

ENTRANCE RAMPTO BASEMENT CARPARKGRATED TRENCH

DRAIN

LEGAL POINT OFDISCHARGE TO CITY OFMONASH EXIOSTINGSTORMWATER PIT

OIL AND SILTSEPARATION

UNIT

DP

DP

DP

DP

DP

DP

DP

12/05/2015