Mitchell Creek Green Stage 2A - City of Palmerston · 2018. 4. 26. · Parap NT 0820 PO Box 2145 T +61 8 8982 4800 F +61 8 8982 4840 COPYRIGHT: The concepts and information contained

Mitchell Creek Green Stage 2A TERRITORY LIFE

Services Design Report

Roads, Stormwater Drainage and Street Lighting

DB05941-ECC-RP-0005 | 03

13 August 2014

ATTACHMENT A

Services Design Report – Roads, Stormwater Drainage and Lighting

DB05941-ECC-RP-0005 i

Mitchell Creek Green Stage 2A

Project no: DB05941 Document title: Services Design Report – Roads, Stormwater Drainage and Lighting Document no: DB05941-ECC-RP-0005 Revision: 03 Date: 13 August 2014 Client name: Territory Life Project manager: L. Muir Author: L. Muir File name: I:\DBIF\Projects\DB05941\DB05941.100\Deliverables\Reports\DB05941-ECC-RP-

0005.docx

Jacobs Group (Australia) Pty Limited ABN 37 001 024 095 Level 2, 25 Parap Road Parap NT 0820 PO Box 2145 T +61 8 8982 4800 F +61 8 8982 4840 www.jacobs.com

COPYRIGHT: The concepts and information contained in this document are the property of Jacobs Group (Australia) Pty Limited. Use or copying of this document in whole or in part without the written permission of Jacobs constitutes an infringement of copyright.

Document history and status

Revision Date Description By Review Approved

01 28 July 2014 Final L. Muir D. Cameron L. Muir

02 05 Aug 2014 Final L. Muir D. Cameron L. Muir

03 13 Aug 2014 Final – re-issued for Council approval L. Muir D. Cameron L. Muir

ATTACHMENT A


DB05941-ECC-RP-0005 ii

Contents 1. Introduction ..........................................................................................................................................1 2. Roadworks ...........................................................................................................................................2 2.1 Road Design and Layout ........................................................................................................................................................ 2 2.2 Pavement Design ................................................................................................................................................................... 2 3. Stormwater Drainage ...........................................................................................................................3 3.1 Minor Underground System .................................................................................................................................................... 3 3.2 Major Surface Drainage .......................................................................................................................................................... 3 3.3 Subsurface drainage .............................................................................................................................................................. 3 3.4 Minor Creek System ............................................................................................................................................................... 3 3.5 Water Sensitive Urban Design (WSUD) .................................................................................................................................. 4 4. Street Lighting ......................................................................................................................................5

Appendix A. Development Permit and Works Plan Appendix B. Stage 2A Subdivision Plan Appendix C. Stage 2A Geotechnical Report Appendix D. Pavement Design Calculations Appendix E. Stormwater Drainage Design Calculations

ATTACHMENT A


DB05941-ECC-RP-0005 1

1. Introduction Jacobs have been commissioned by Territory Life to undertake the engineering design and documentation for the provision of roads, stormwater drainage, water, sewer, power and street lighting for Mitchell Creek Green Stage 2A.

This document outlines the design constraints, standards and parameters used for the design of the roads, stormwater drainage and lighting services. The roads, stormwater drainage and lighting design are based on the requirements of the Draft City of Palmerston Development Guidelines, City of Palmerston January 2014.

This subdivision is also designed in accordance with the requirements of the Schedule of Conditions for Development Permit No. DP14/0337, dated May 2014, as issued by the Northern Territory Development Consent Authority, and the Works Plan, for the development as issued by the Department of Lands, Planning and the Environment as part of the Development Agreement. Refer Appendix A for copies of the Development Permit and the Works Plan.

The Stage 2A site is located at the northern end of the development area adjacent to Zuccoli Parade and consists of 46 residential allotments, an internal road network and public open space reserves. The subdivision plan for Stage 2A is provided in Appendix B.

The Stage 2A site is independent from the remainder of the development in relation to engineering services design, due to the location and natural topography of the site, and existing features that surround the site (minor creek system and open drains).

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DB05941-ECC-RP-0005 2

2. Roadworks 2.1 Road Design and Layout

The subdivision comprises one main vehicle access point via a connection to the existing roundabout on Zuccoli Parade. The internal road network for Stage 2A consists of two local roads that provide direct access to residential allotments. A Local Access Road provides entry into the subdivision via the intersection with Zuccoli Parade and runs in a north-south direction along the length of the development. The road transitions into a Minor Road that loops around the allotments at the north-western end of the development.

The road hierarchy and associated cross sectional elements shown on the detailed design drawings have been designed in accordance with the Draft City of Palmerston Development Guidelines.

The geometric design for internal roads and intersection treatments has been designed in accordance with the procedures described in Austroads Guide to Road Design – Part 3: Geometric Design (Austroads, 2010) and requirements set out in the Draft City of Palmerston Development Guidelines.

The layout for the intersection with Zuccoli Parade and internal intersections has been designed in accordance with the procedures described in Austroads Guide to Road Design – Part 4A: Unsignalised and Signalised Intersections (Austroads, 2010) and City of Palmerston technical requirements The intersection layouts cater for the turning movements of a standard single unit truck/bus. The layout for the intersection with Zuccoli Parade is consistent with the existing local roads that link to Zuccoli Parade.

Pedestrian pathways have been provided within road reserves in accordance with City of Palmerston requirements.

2.2 Pavement Design

Geotechnical investigations for the Stage 2A development were carried out by Douglas Partners (refer Appendix C Douglas Partners report, July 2014).

Road pavement design has been carried out in accordance with the procedures described in Austroads Guide to Pavement Technology – Part 2: Pavement Structural Design (Austroads, 2012). A summary of parameters adopted for the road pavement design is provided below and pavement design calculations are provided in Appendix D.

Assumed subgrade CBR (4 day soaked) 10

Subgrade CBR is to be confirmed prior to pavement construction. The geotechnical investigation undertaken for the site recommends a design subgrade CBR value of 15 for pavement design. A maximum design CBR of 10 has been adopted in accordance with the Draft City of Palmerston Development Guidelines. The geotechnical investigation indicates some areas of substandard subgrade can be expected. Under the requirements of the contract and technical specification, where material is encountered on site that does not meet the subgrade CBR requirements (unsuitable subgrade material), these areas will be excavated and replaced with suitable fil material that achieves the design CBR requirements. The extent of unsuitable subgrade material requiring treatment will be identified on site by a qualified geotechnical engineer during construction.

Design Life 30 years

Design Traffic – Local/Minor road 5 x104 ESA’s

Design Pavement Thickness (minimum) 200mm FCR Base, 30mm asphalt

Note that it is a requirement of the contract that the subgrade CBR is to be tested every 1000m2 of subgrade area to prove the subgrade CBR.

ATTACHMENT A


DB05941-ECC-RP-0005 3

3. Stormwater Drainage The stormwater drainage design for the subdivision is in accordance with the Draft City of Palmerston Development Guidelines and consists of a conventional minor/major system that meets the following criteria.

Stormwater runoff for the minor rainfall event (up to the 1:5 AEP design storm) is conveyed within the underground drainage network.

During the major rainfall event (1:100 AEP design storm) stormwater runoff is safely contained within road reserves and public open space, and remains below property levels.

Stormwater drainage design calculations and a catchment plan are provided in Appendix E.

3.1 Minor Underground System

The minor stormwater drainage system for Stage 2A consists of two separate underground networks that collect stormwater runoff from the road reserves and allotments that drain towards the road reserve, and discharge to a stormwater treatment basin located in the open space area (within Crown Land) to the west of the site.

The underground stormwater drainage system is designed by the ‘hydraulic gradeline method’ and has the capacity to contain runoff from the 1:5 AEP storm resulting from the relevant internal and external catchments (refer to stormwater drainage calculations provided in Appendix E).

All allotments draining towards the road reserve have been provided with a direct connection to the underground drainage network, due to the size and zoning of the lots, in accordance with Council’s requirements. Under the Building Design Guidelines for Mitchell Creek Green, future property owners are required to provide an internal drainage system within allotments that collects runoff from the lot and connects directly to the drainage service provided from the public drainage system. Lot drainage services are either connected directly to the main underground drainage network via standard fittings or connected to a side entry pit where possible.

3.2 Major Surface Drainage

The surface drainage system is designed to cater for the major (1:100 AEP) storm. All flows are safely contained within the road reserves and overflow paths through public open space areas during the major storm, and flow depths do not exceed 400mm.

Stormwater drainage calculations and a catchment plan for the major surface drainage system are provided in Appendix E.

3.3 Subsurface drainage

Subsurface drainage is provided throughout the subdivision to intercept subsurface flows. The subsoil drains are located under all kerbs on both sides of all roads. The subsoil drainage system discharges to the underground piped system.

3.4 Minor Creek System

The Stage 2A site is bound to the north and south by large outfall drains that receive stormwater runoff from the Zuccoli Parade road reserve and the existing Zuccoli Stage 1 area, and discharge into an existing minor creek system located to the west of Stage 2A. Stormwater runoff from Stage 2A also drains to the minor creek system via the underground drainage network and surface drainage paths and ultimately flows on to Mitchell Creek.

ATTACHMENT A


DB05941-ECC-RP-0005 4

Modelling of water surface levels within the minor creek system for the 1:100 AEP storm event has been undertaken by Jacobs using the HEC-RAS software program. The stormwater modelling is based on the assumption that the total catchment contributing to the minor creek system is fully developed. The results of the modelling confirmed that the finished surface levels of the residential allotments within Stage 2A are above the water surface levels within the minor creek system and open drains for the 1:100 AEP storm.

3.5 Water Sensitive Urban Design (WSUD) The installation of Water Sensitive Urban Design (WSUD) features for the treatment of stormwater runoff is a requirement of the Development Agreement for this subdivision. Stormwater discharged from the underground drainage network is treated via a bio-retention basin located along the western edge of the site, adjacent to the existing minor creek. The pipe outfalls for the underground stormwater drainage networks discharge directly to the stormwater treatment basin. The design of the bio-retention basin has been undertaken by a specialist consultant (DesignFlow). Details for the bio-retention basin are not included in this report (refer to detailed design information prepared by DesignFlow).

ATTACHMENT A


DB05941-ECC-RP-0005 5

4. Street Lighting The design of street lighting is in accordance with PWC and City of Palmerston design guidelines/standards.

Street lighting is based on AS/NZS 1158.3 and on PWC Design Guidelines for residential subdivisions, and in accordance with PWC Underground Manual/Street Lighting Manual.

A certificate of street lighting Compliance shall be issued to certify that the street lighting level and design comply with the requirements of PWC and City of Palmerston.

The lighting for open space areas is being undertaken as part of the landscaping design prepared by CLOUSTON Associates. The electrical and street lighting reticulation for the subdivision has been designed to allow for connection to lighting within open space areas.

ATTACHMENT A


DB05941-ECC-RP-0005

Appendix A. Development Permit and Works Plan

ATTACHMENT A

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1

Zuccoli Stage 2

Works Plan

ATTACHMENT A

2 43/21789/01/33882 Zuccoli Stage 2 Stage 2 Development Works Plan

1. Background

1.1 Overview

The Northern Territory Government (The Territory) has undertaken significant work associated with the

strategic planning and facilitation of the Zuccoli development including the scheduling and construction of

ongoing headworks and identification of utility services strategies to ensure that the staged development

of Zuccoli has sufficient regard for the overarching requirements of the suburb as a whole.

The following provides relevant background information for Stage 2.

1.2 Water

The potable water infrastructure for Zuccoli will be incorporated into a proposed new reduced pressure

zone. This new reduced pressure zone is to be based on a proposed Palmerston South elevated tank to

be constructed by PowerWater Corporation in the North-East corner of Zuccoli.

A water supply distribution network for the whole of Zuccoli has been determined using modelling

undertaken in WaterCAD which has identified the need for a DN600 for the entire frontage of Stage 2

which is to be constructed as part of the Zuccoli Parade works by the Department of Infrastructure.

The internal stage 2 development will also require the installation of a DN300 main for the full length of

the West Loop Road. This will initially be the primary supply into Stage 2.

For security of supply a secondary DN200 or larger connection from the Zuccoli Parade trunk main to

Stage 2 will be required in the vicinity of the southern boundary of Stage 2. This connection will be

reinforced as part of Stage 3 by the ultimate DN450 link in Centre Road to complete a ring with the West

Loop Road main.

1.3 Sewage

Zuccoli is divided into four main catchment areas, each associated with its own pump station. Stage 2

along with part of Stage 1 discharges to the Lambrick pump station.

A DN300 and DN225 gravity sewer has been constructed to accept permanent flows from Stage 2, and a

further allowance of 300EP from Stage 1. This system will also accept a temporary 30l/sec discharge

from the Radford Road pump station.

The early development of Zuccoli Stage 1 discharges to the Lambrick Pump station via an independent

DN225 system together with a future 140EP allowance from the Radford Road area

The total ultimate allowable discharge to the Lambrick pump station is 3000EP from Stages 1 and 2 and

including a 140EP allowance from the Radford Road area to the east. Stage 1 is likely to contribute in the

order of 1300-1500EP. The Radford Road pump station will ultimately be diverted to a separate

catchment to the west.

Capacity of the receiving sewer at the Lambrick Pump Station is not expected to be a constraint to the

development of Stage 2 provided the Stage 2 load remains below 1500 EP.

ATTACHMENT A


1.4 1 in 100 year Flood Level and Storm Surge

Examination of the Topographical maps show that the proposed residential allotments are outside of the

Mitchell Creek 1 in 100 year flood level. Similarly topographical maps show that the development is

above the 6.5 m AHD level which is generally taken as the storm surge level in Darwin for design

purposes. Areas of dedicated open space are generally located over areas of minor local flooding.

1.5 Stormwater and Water Quality

The extent of Stage 2 generally aligns with identified stormwater catchment boundaries, with the

inclusion of a section of Zuccoli Parade road reserve and a small portion of CP land to the south of the

Stage 2 boundary which is intended for the development of a school. Refer attached Figure 02.

The Stage 2 development is required to provide water quality treatment for the whole of the stormwater

catchment area including contributing external road reserve and community purpose land areas.

1.6 Road and Intersections

A Traffic Impact Assessment has been undertaken by GHD in April 2013 which identifies a main road

network required for the distribution and management of traffic within the Zuccoli development. This main

road network is identified in the Area Plan provided within the NT Planning Scheme. For convenience,

this road network is also shown on the attached Figure 02.

Zuccoli Parade has been constructed as a four lane road to the second roundabout from Lambrick

Avenue, at Chainage 650. The reminder of Zuccoli Parade from Chainage 650 will be designed and

constructed by the Northern Territory Government.

The West Loop Road shall be constructed by the Stage 2 developer.

1.7 Power Distribution

The proposed Zuccoli Stage 2 power distribution network will interconnect to:

� The existing Zuccoli Stage 1, 11kV underground distribution system that comprises of a 11kV

400mm2 Aluminium XLPE underground feeder following Zuccoli Parade from Lambrick Avenue.

In addition to the above 11kV underground distribution feeder, a new temporary 11kV overhead

distribution powerline will be installed from Roystonea Avenue to Zuccoli Parade by Department of

Infrastructure beyond the limit of the Stage 2 development area.

1.8 Telecommunications

Zuccoli falls within the current NBN Co fibre footprint and required infrastructure has been installed within

Zuccoli Parade and Stage 1.

The Developer is required to make the same provisions within Stage 2 having consideration for

subsequent development stages and is advised to commence consultation with NBN Co at the earliest.

ATTACHMENT A


2. General

g1. The purpose of this Stage 2 Works Plan is to identify specific requirements of the Northern

Territory Government associated with the development of Stage 2. The Stage 2 Works Plan

does not limit or substitute any other general or typical requirements associated with the

development of land or provision of standard infrastructure in accordance with Relevant Authority

Requirements.

g2. Where a conflict occurs between this Stage 2 Works Plan and Relevant Authority requirements

the matter shall be referred to the Department of Lands, Planning and the Environment to

determine which requirement takes priority.

g3. The Stage 2 Development Area as defined within the Development Agreement is the land

available to the Developer for purpose of creating a residential development.

g4. The Developer shall seek permission and approval from the Northern Territory Government for

any occupation, works construction or temporary materials storage outside of Stage 2

Development Area.

g5. The protection and retention of existing native vegetation within the Mitchell Creek corridor

(including riparian zone and the adjacent open space corridor) is considered a priority and shall

be considered in the design of the subdivision layout and open space corridor interface as well

as during construction. A minimum 100m buffer area applies to Mitchell Creek. Other buffers

apply, refer NT land clearing guidelines.

g6. The Developer shall provide a 3 Ha Community Purpose Area (G4) above the Q100 flood line at

no cost to the Territory. The land is to be provided with a potable water service. Three additional

(spare) 150mmdia conduits shall be provided under the adjacent ‘West Loop Road’ for the

purpose of future service connections to the lot. The lot will be free of stormwater drainage and

utility services and associated easements.

g7. The Developer is required to design and construct a shared pedestrian / cycle path as part of the

design and development of shared public recreational spaces associated with Stage 2, for direct

connection through Stage 2 to the Zuccoli Stage 1 neighbourhood activity centre and future

adjacent stages along the Mitchell Creek corridor. The general alignment is shown on the Works

Plan, identified as points G1, G2 and G3. The path will have some connectivity to existing

informal walking tracks within the Mitchell Creek corridor, outside of conservation areas.

g8. All land developed (apart from open space and public roads, etc) for residential or commercial

purposes within the Stage 2 Development Area or impacted by the design and construction of

Stage 2 shall be provided with immunity from an ARI100 year stormwater event.

g9. The Developer must make its own assessment of soils in the respective area. Any remedial

works required to make sites suitable for development must be carried out by the Developer.

g10. The staging of work shall make adequate provisions for upstream catchments and connections

and the networking of services. The staging of work and any temporary works required for the

satisfaction of a Responsible Authority shall be the responsibility of the Developer.

ATTACHMENT A


g11. It is the responsibility of the Developer to ensure design coordination at relevant interfacing

locations including both the urban design layout and that the location, levels and orientation of

infrastructure at interdependency points are based on economic and efficient design with

adequate provision for future stages. The Developer is required to liaise with the appropriate

authority at the design stage for all service interdependencies.

g12. The Developer shall plan, design and construct the Zuccoli subdivision with adequate provisions

for the staging of development, including the development of further land beyond the Stage 2

Development Area generally in accordance with the Area Plan within the NT Planning Scheme.

Reticulated services will be constructed to the limit of stage 2 with appropriate temporary works,

for direct connection by future stages.

g13. The Developer shall provide easements or reserves at no cost as required by the appropriate

authority over existing and new services. They shall be formally created under the relevant Act,

in favour of the responsible authority.

g14. Suitable High voltage and Low voltage electrical supplies are available in the immediate

proximity of the Stage 2 Development Area.

g15. Water Supply Headworks to the subdivision is of sufficient capacity for Stage 2 Development

Area

g16. The Lambrick Sewer Pump station has been designed to receive a maximum sewer flow of 1500

EP from Stage 2.

g17. The Developer is required to enter into an agreement with NBN Co. (or other approved provider

e.g. Telstra) and install appropriate infrastructure to ensure the development of Zuccoli is ‘fibre

ready’ and that telephone, data and digital services are available to residents.

g18. Roadworks have been completed to provide a roundabout at the intersection of Zuccoli Parade

and the ‘West Loop Road’.

g19. Access for construction purposes is limited to the Zuccoli Parade and without crossing any major

water courses or tributaries of Mitchell Creek and preferably using the existing roundabout

connection.

g20. Stage 2 shall comply with Department of Health Medical Entomology Guidelines for preventing

biting insect problems for new urban developments of subdivision in the Top End of the NT.

g21. The Developer shall pay particular attention to erosion and sediment control and dust

suppression, particularly where this may impact on Mitchell Creek and nearby roads and

residences for temporary, permanent and all construction works.

g22. The Developer is required to prepare and execute a Construction Environment Management

Plan (CEMP), Erosion and Sediment Control Plan (ESCP) and Acid Sulphate Management Plan

(ASSMP) as required and, to the satisfaction of the Department of Land Resource Management

and the Department of Lands, Planning and the Environment.

g23. The Developer shall keep the whole of the land identified within the Crown Lease or

Development Agreement in a clean, tidy and safe manner, including regular site maintenance

and the removal of waste or other materials, including any materials disposed unlawfully onto the

site by others.

ATTACHMENT A


g24. Developer to install all perimeter safety fencing and hazard signs in relation to the construction of

Stage 2.

g25. As constructed drawings (including electronic versions) shall be submitted to the Department of

Lands, Planning and the Environment prior to the issue of associated titles and at no cost, for its

use in the design and construction of subsequent and related works.

g26. The developer is responsible to engage an independent engineer to certify that all construction

works within Stage 2 are in accordance with the design drawings. The certifying statement shall

confirm that works have been constructed in accordance with documentation which has been

approved be the Relevant Authority for construction, and the design intent.

g27. The Developer will provide and keep up to date a construction program with milestones.

ATTACHMENT A


3. Roads

r1. A primary road network has been identified in response to a Road Classification Assessment

Report completed by GHD.

r2. Zuccoli Parade has been constructed as a divided four lane road to approximate Chainage 650m

from Lambrick Avenue. The Department of Infrastructure will continue the construction of Zuccoli

Parade for the full frontage of Stage 2.

r3. The Developer shall design and construct the ‘West Loop Road’ between R4 and R5, having

regard for anticipated traffic volumes and the GHD Road Classification Report and to the

satisfaction of the Relevant Authority.

r4. The West Loop Road shall be designed as a primary bus route. The Developer shall undertake

consultation with the Department of Transport and provide bus stops along the route and

elsewhere within Stage 2 as required, including the provision of a bus stop in the immediate

vicinity of the Community Purpose Land.

r5. Points R4 & R5 are fixed locations for the centreline of the road. Any proposal to alter these

locations requires prior approval by the Relevant Authority and the Department of Lands,

Planning and the Environment.

r6. Provision shall be made in the design for suitable connectivity to future land for development to

the south of the Stage 2 Development Area, having particular regard for the future school site.

r7. The design and construction of all roads and drains will have regard for the overall stormwater

catchment areas shown on Figure 02, particularly in relation to nominal drainage catchments and

the conveyance of stormwater from the adjoining land.

r8. The design and construction of landscaping within Stage 2 requires the approval of Relevant

Authority.

r9. Developer shall not be allowed any other intersection with Lambrick Av, Roystonea Av and

Zuccoli Parade apart from the identified West Loop Road.

r10. Accurate ‘As Constructed’ information is required to be issued to the Relevant Authority for

approval prior to the issuing of any acceptance of work. Approved ‘As Constructed’ drawings

(including electronic versions) shall be submitted to the Department of Lands, Planning and the

Environment, for its use in the design and construction of subsequent or associated work. The

Developer shall provide this information at no cost to the Northern Territory.

ATTACHMENT A


4. Water Supply

w1. The Developer is required to provide suitable connections at the limit of the Stage 2

Development Area, for the extension of reticulation and trunk mains to service future

development areas, without the need for reconstruction works (example road crossings).

w2. The Developer is required to design and construct a DN 300 potable watermain along the ‘West

Loop Road’ from W1 to W2 on the south side of the road and connect to existing Zuccoli Parade

DN 225 watermain in accordance with PowerWater Corporation and Relevant Authority

requirements. The Developer is responsible for the whole of the work including payment of

associated fees and charges.

w3. All water mains shall terminate in a temporary dead end in accordance with Power Water

Corporation requirements at the limit of the Stage 2 Development Area.

w4. The Developer shall provide a potable water service to PowerWater Corporation requirements to

all lots within the Stage 2 Development Area including the provision of a typical domestic service

to the Community Purpose land.

w5. The Developer shall investigate the actual depth, location and arrangement of existing services

prior to the commencement of design.

w6. Accurate ‘As Constructed’ information is required to be issued to the Relevant Authority for





ATTACHMENT A


5. Electrical

e1. Developer to supply and install 11 kV underground reticulation, LV reticulation, provision for

consumer services and street lighting in accordance to PowerWater Corporation standard

drawings and guidelines.

e2. Developer to supply and install new 11 kV reticulation cable in conduit from existing Ring Main

Unit at E1 to point E2. The Developer shall make a provision for additional spare 2 x 150 mm dia

(HV) conduits along the ‘West Loop Road’.

e3. Developer to supply and install 11/0.415kV 500 kVA Package Substation within the lease area in

the vicinity of E2 and make provision for future connectors to Stage 3. Cable shall be terminated

at E2 in accordance with PowerWater Corporation requirements.

e4. A high level of co-ordination is required with PowerWater Corporation Networks for interfaces

and approvals to existing 11kV distribution assets.

e5. The Developer shall provide electrical services to PowerWater Corporation requirements to all

lots within the Stage 2 Development Area.

e6. Electrical works must be constructed by PowerWater Corporation approved contractors only.

Final connections and modifications to the PowerWater Corporation existing assets are to be

carried out by PowerWater Corporation at the Developer’s costs.

e7. The Developer shall investigate the actual depth, location and arrangement of existing services

and connection points, prior to the commencement of design.

e8. Accurate ‘As Constructed’ information is required to be issued to the Relevant Authority for





ATTACHMENT A


6. Sewerage

s1. The Developer shall connect to existing trunk sewer main between S1 to S6, within the Stage 2

Development Area in accordance with PowerWater Corporation requirements.

s2. The Developer shall design and construct sewer reticulation mains within the Stage 2

Development Area to provide a service to all lots in accordance with PowerWater Corporation

requirements.

s3. The Developer shall consider future development areas and associated lot controls (by gravity)

in the design and construction of the work and provide for the sizing and extension of mains and

connections to the limit of the Stage 2 Development Area (to provide for future stages located

within the same catchment area).

s4. Sewers shall be designed to be located in public land in preference to private land.

s5. The Developer shall discharge gravity sewerage (max. 1500 EP) from the Development Area to

the existing trunk sewer main manhole stub connections.

s6. All sewers mains shall terminate in a temporary or permanent structure e.g. manhole in

accordance with PowerWater Corporation requirements at the Stage 2 Development Area.

s7. The Developer shall investigate the actual depth, location and arrangement of existing services

prior to the commencement of design.

s8. Accurate ‘As Constructed’ information is required to be issued to the Relevant Authority for





ATTACHMENT A


7. Stormwater Drainage

d1. The design and construction of subdivision works shall be in accordance with City of Palmerston

Subdivision Guidelines in relation to stormwater design and the intent of the overall stormwater

management system. Refer to attached Figure 02 for the overall stormwater catchment areas.

d2. The Developer shall construct a stormwater drainage system that shall cater for all current and

future flows from the fully developed catchments, entering and leaving the Stage 2 Development

Area. This includes a stormwater catchment area of 4.8 Ha is entering the Stage 2 Development

at D4.

d3. Where required, the Developer shall construct temporary work and outfalls to the satisfaction of

Relevant Authority. The Developer will require consent from the Department of Lands, Planning

and the Environment and other Responsible Authorities as required, for the construction of

temporary works outside of Stage 2 Development Area.

d4. The number of stormwater discharge points into Open Reserve areas should be minimised, to

limit as far as practicable the potential for erosion. All discharge points shall be constructed with

permanent erosion protection measures and additional landscaping.

d5. The Developer shall design and install Water Sensitive Urban Design infrastructure to the

satisfaction of the Department of Lands, Planning and the Environment and having regard for the

draft Zuccoli Water Sensitive Urban Design Strategy (Attachment D), that achieves the

performance measures and targets summarised in Table 6 of the Strategy.

d6. The Developer shall provide stormwater treatment (WSUD) for untreated stormwater flows

entering Stage 2 from Zuccoli Parade.

d7. Stormwater drainage and water quality (WSUD) infrastructure shall not be located within the

Community Purpose land.

d8. Developer shall design and construct the Stage 2 subdivision having regard for major and minor

stormwater impacts from Zuccoli Parade outfall drains at points D4, D3 & D2.

d9. Detailed engineering designs for stormwater drainage shall be referred to the Department of

Health – Medical Entomology and Department of Lands, Planning and the Enviroment for

comment prior to finalisation and formal submission for approval.

d10. The developer must maintain, including but not limited to regularly removing sediment and

vegetation from the drainage works and ensure that the drainage works are at all times operating

efficiently until the completion of the Defect Liability Period, and must de-silt the drainage works

immediately before hand over to the relevant authority.

d11. The Developer must, if required by the relevant authority, erect permanent fencing around the

perimeter of drainage works upon completion.

d12. Accurate ‘As Constructed’ information is required to be issued to the Relevant Authority for





ATTACHMENT A


DB05941-ECC-RP-0005

Appendix B. Stage 2A Subdivision Plan

ATTACHMENT A

Level 7, 182 St Georges Terrace, Perth Western Australia 6000

PO Box 7375 Cloisters Square, Perth Western Australia 6850

Tel +61 8 9289 8300 Fax +61 8 9321 4786

www.tpgwa.com.au

The Planning Group WA Pty Ltd ABN 36 097 273 222

The Planning Group WA Pty Ltd

©

ZUCCOLI

Stage 2a Subdivision Plan

OPProject Manager: OPChecked:Drawn:Date: TWScale:Drawing No.June 2014

1:1000 @ A2714-030 Zuccoli Stage 1 Subdivision Plan.dwg 25M 50M0

CONTEXT PLAN

ZUCCOLI

STAGE 2a

SUBDIVISION SUMMARY

RESIDENTIAL

POS

PUBLIC ACCESS

NO. LOTS AREA

TOTAL 49 22481m²

21059m²

1272m²

150m²1

2

46

0

LEGEND

ZUCCOLI BOUNDARY

EXISTING CONTOURS

PROPOSED LOTS

STAGE 2A BOUNDARY


DB05941-ECC-RP-0005

Appendix C. Stage 2A Geotechnical Report

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DB05941-ECC-RP-0005

Appendix D. Pavement Design Calculations

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DB05941-ECC-RP-0005

Appendix E. Stormwater Drainage Design Calculations

ATTACHMENT A

HYDROLOGY CALCULATION SHEET -URBAN CATCHMENTS

PROJECT:

Lot 32 Lot 46 Lot 45 Lot 44 Lot 43 Lot 42 Lot 41 Lot 40 Lot 39 Lot 38 Lot 33 Lot 34 Lot 35 Lot 36 Lot 37 Lot 27 Lot 26 Lot 12 Lot 13 Lot 14 Lot 15

FROM U/S Lot 32 Lot 46 Lot 45 Lot 44 Lot 43 Lot 42 Lot 41 Lot 40 Lot 39 Lot 38 Lot 33 Lot 34 Lot 35 Lot 36 Lot 37 Lot 27 Lot 26 Lot 12 Lot 13 Lot 14 Lot 15

TO D/S 3/5 3/6 3/7 3/8 3/11 3/12 3/13 3/15 3/16 3/17 4/1 4/3 4/5 4/7 4/9 4/6 4/8 4/12 4/13 4/14 4/15

SURFACE TYPE (n)

SLOPE (m/m)

LENGTH (m)

TIME (min)

SLOPE (m/m)

VELOCITY (m/s)

LENGTH (m)

TIME (min)

5 5 5 5 5 5 5 5 5 5 5 5 5 5 5 5 5 5 5 5 5

225.3 225.3 225.3 225.3 225.3 225.3 225.3 225.3 225.3 225.3 225.3 225.3 225.3 225.3 225.3 225.3 225.3 225.3 225.3 225.3 225.3

0.8 0.8 0.8 0.8 0.8 0.8 0.8 0.8 0.8 0.8 0.8 0.8 0.8 0.8 0.8 0.8 0.8 0.8 0.8 0.8 0.8

486 336 336 486 360 360 533 450 450 525 542 576 300 300 528 360 547 450 450 450 450

0.0486 0.0336 0.0336 0.0486 0.036 0.036 0.0533 0.045 0.045 0.0525 0.0542 0.0576 0.03 0.03 0.0528 0.036 0.0547 0.045 0.045 0.045 0.045

0.0389 0.0269 0.0269 0.0389 0.0288 0.0288 0.0426 0.036 0.036 0.042 0.0434 0.0461 0.024 0.024 0.0422 0.0288 0.0438 0.036 0.036 0.036 0.036

0.0243 0.0168 0.0168 0.0243 0.018 0.018 0.0267 0.0225 0.0225 0.0263 0.0271 0.0288 0.015 0.015 0.0264 0.018 0.0274 0.02253 0.02253 0.02253 0.022529

0.0243 0.0168 0.0168 0.0243 0.018 0.018 0.0267 0.0225 0.0225 0.0263 0.0271 0.0288 0.015 0.015 0.0264 0.018 0.0274 0.02253 0.02253 0.02253 0.022529

IN LOT IN LOT IN LOT IN LOT IN LOT IN LOT IN LOT IN LOT IN LOT IN LOT IN LOT IN LOT IN LOT IN LOT IN LOT IN LOT IN LOT IN LOT IN LOT IN LOT IN LOT

100% 100% 100% 100% 100% 100% 100% 100% 100% 100% 100% 100% 100% 100% 100% 100% 100% 100% 100% 100% 100%

0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0

5.0 5.0 5.0 5.0 5.0 5.0 5.0 5.0 5.0 5.0 5.0 5.0 5.0 5.0 5.0 5.0 5.0 5.0 5.0 5.0 5.0

225.3 225.3 225.3 225.3 225.3 225.3 225.3 225.3 225.3 225.3 225.3 225.3 225.3 225.3 225.3 225.3 225.3 225.3 225.3 225.3 225.3

0.0389 0.0269 0.0269 0.0389 0.0288 0.0288 0.0426 0.036 0.036 0.042 0.0434 0.0461 0.024 0.024 0.0422 0.0288 0.0438 0.036 0.036 0.036 0.036

0.024 0.017 0.017 0.024 0.018 0.018 0.027 0.023 0.023 0.026 0.027 0.029 0.015 0.015 0.026 0.018 0.027 0.023 0.023 0.023 0.023

PVC PVC PVC PVC PVC PVC PVC PVC PVC PVC PVC PVC PVC PVC PVC PVC PVC PVC PVC PVC PVC

225 225 225 225 225 225 225 225 225 225 225 225 225 225 225 225 225 225 225 225 225

1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1

0.6119 0.4231 0.4231 0.6119 0.4533 0.4533 0.6711 0.5666 0.5666 0.661 0.6825 0.7253 0.3777 0.3777 0.6648 0.4533 0.6888 0.56661 0.56661 0.56661 0.566614

5.9 5.9 5.9 5.9 5.6 5.7 5.9 5.9 5.9 5.9 5.9 6.9 5.9 5.9 5.9 13.1 13.1 5.9 5.9 5.9 5.9

0.2 0.2 0.2 0.2 0.2 0.2 0.1 0.2 0.2 0.1 0.1 0.2 0.3 0.3 0.1 0.5 0.3 0.2 0.2 0.2 0.2

5.2 5.2 5.2 5.2 5.2 5.2 5.1 5.2 5.2 5.1 5.1 5.2 5.3 5.3 5.1 5.5 5.3 5.2 5.2 5.2 5.2

NOTES: CALCULATIONS BASED ON ARR, ARRB SR34-1986 AND AUSTROADSAssume min Tc = 5minutes

Assumes full pipe to calc TIME IN CONDUIT

11/07/2014

RUNOFF INCLUDING BYPASS

GUTT

ER F

LOW

TIM

E O

F CO

NCE

NTR

ATIO

N

NEW LINE CODE

Mitchell Creek Green Stg 2ADB05941.100

ARI (years)

DB05941.100

FLOW WIDTH (m)

RUNOFF COEFFICIENT

AREA OF SUBCATCHMENT (ha)

EQUIVALENT IMPERVIOUS AREA (ha)

RUNOFF (m3/s)

DRAI

N F

LOW TIME OF CONCENTRATION (min)

INLE

T DE

TAIL

S

INLET TYPE

GUTTER SLOPE

CARRY OVER TIME (min)

VELOCITY (m/s)

PREL

IMIA

NRY

HYD

RAU

LIC

DETA

ILS

RAINFALL INTENSITY (mm/hr)

TIME IN CONDUIT (min)

CONDUIT TYPE

LENGTH (m)

DESIGN DISCHARGE (m3/s)

ESTIMATED SIZE (DN)


NUMBER OF CELLS

SURFACE SLOPE

CAPTURE (%)

NEW - DRAIN LOCATION ID


OVE

RLAN

D FL

OW

SUBC

ATCH

MEN

T TIME (min)

AREA OF SUBCATCHMENT (m2)

BYPASS (m3/s)

5

DESIGNEDCHECKED

LCMPJM

JOB NoDATE

1 of 5

ATTACHMENT A


PROJECT:

FROM U/S

TO D/S

SURFACE TYPE (n)

SLOPE (m/m)

LENGTH (m)

TIME (min)

SLOPE (m/m)

VELOCITY (m/s)

LENGTH (m)

TIME (min)

NOTES:

Assume min Tc = 5minutes



GUTT

ER F

LOW

TIM

E O

F CO

NCE

NTR

ATIO

N

NEW LINE CODE


FLOW WIDTH (m)

RUNOFF COEFFICIENT



RUNOFF (m3/s)

DRAI

N F


INLE

T DE

TAIL

S

INLET TYPE

GUTTER SLOPE


VELOCITY (m/s)

PREL

IMIA

NRY

HYD

RAU

LIC

DETA

ILS



CONDUIT TYPE

LENGTH (m)


ESTIMATED SIZE (DN)


NUMBER OF CELLS

SURFACE SLOPE

CAPTURE (%)



OVE

RLAN

D FL

OW

SUBC

ATCH

MEN

T TIME (min)


BYPASS (m3/s)

Lot 16 Lot 11 Lot 10 Lot 6 Lot 7 Lot 8 Lot 9 Lot 5 Lot 4 Lot 3 Lot 2 Lot 1 3 3 3 3

Lot 16 Lot 11 Lot 10 Lot 6 Lot 7 Lot 8 Lot 9 Lot 5 Lot 4 Lot 3 Lot 2 Lot 1 3/17 3/16 3/15 3/14

4/16 6/1 6/2 2/1 2/2 2/3 2/4 1/4 1/5 1/6 1/7 1/8 3/16 3/15 3/14 3/13

5 5 5 5 5 5 5 5 5 5 5 5 5 5 5 5

225.3 225.3 225.3 225.3 225.3 225.3 225.3 225.3 225.3 225.3 225.3 225.3 225.3 225.3 225.3 225.3

0.8 0.8 0.8 0.8 0.8 0.8 0.8 0.8 0.8 0.8 0.8 0.8 0.8 0.8 0.8 0.8

450 450 542 663 465 450 450 530 525 525 561 792 0 0 0 0

0.045 0.045 0.0542 0.0663 0.0465 0.045 0.045 0.053 0.0525 0.0525 0.0561 0.0792 0 0 0 0

0.036 0.036 0.04336 0.05304 0.0372 0.036 0.036 0.0424 0.042 0.042 0.04488 0.06336 0 0 0 0

0.02253 0.022529 0.027135 0.03319273 0.02328 0.022529 0.022529 0.02653 0.026284 0.026284 0.028086 0.039651 0 0 0 0

0.02253 0.022529 0.027135 0.03319273 0.02328 0.022529 0.022529 0.02653 0.026284 0.026284 0.028086 0.039651 0 0 0 0

IN LOT IN LOT IN LOT IN LOT IN LOT IN LOT IN LOT IN LOT IN LOT IN LOT IN LOT IN LOT MH PIPE CONN PIPE CONN MH

100% 100% 100% 100% 100% 100% 100% 100% 100% 100% 100% 100% 100% 100% 100% 100%

0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0

5.0 5.0 5.0 5.0 5.0 5.0 5.0 5.0 5.0 5.0 5.0 5.0 5.1 5.9 6.5 7.0

225.3 225.3 225.3 225.3 225.3 225.3 225.3 225.3 225.3 225.3 225.3 225.3 223.3 213.3 206.2 200.3

0.036 0.036 0.04336 0.05304 0.0372 0.036 0.036 0.0424 0.042 0.042 0.04488 0.06336 0.042 0.078 0.114 0.114

0.023 0.023 0.027 0.033 0.023 0.023 0.023 0.027 0.026 0.026 0.028 0.040 0.026 0.046 0.065 0.063

PVC PVC PVC PVC PVC PVC PVC PVC PVC PVC PVC PVC RCP RCP RCP RCP

225 225 225 225 225 225 225 225 225 225 225 225 375 375 375 375

1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1

0.56661 0.566614 0.682455 0.83481071 0.5855007 0.566614 0.566614 0.66734 0.661049 0.661049 0.706378 0.99724 0.23582659 0.41850905 0.59126881 0.57436397

5.9 5.9 5.9 5.7 5.8 5.8 5.9 6 6.2 6.4 6.5 5.9 10.25 15 18.3 9.2

0.2 0.2 0.1 0.1 0.2 0.2 0.2 0.1 0.2 0.2 0.2 0.1 0.7 0.6 0.5 0.3

5.2 5.2 5.1 5.1 5.2 5.2 5.2 5.1 5.2 5.2 5.2 5.1 5.9 6.5 7.0 7.3

2 of 5

ATTACHMENT A


PROJECT:

FROM U/S

TO D/S

SURFACE TYPE (n)

SLOPE (m/m)

LENGTH (m)

TIME (min)

SLOPE (m/m)

VELOCITY (m/s)

LENGTH (m)

TIME (min)

NOTES:




GUTT

ER F

LOW

TIM

E O

F CO

NCE

NTR

ATIO

N

NEW LINE CODE


FLOW WIDTH (m)

RUNOFF COEFFICIENT



RUNOFF (m3/s)

DRAI

N F


INLE

T DE

TAIL

S

INLET TYPE

GUTTER SLOPE


VELOCITY (m/s)

PREL

IMIA

NRY

HYD

RAU

LIC

DETA

ILS



CONDUIT TYPE

LENGTH (m)


ESTIMATED SIZE (DN)


NUMBER OF CELLS

SURFACE SLOPE

CAPTURE (%)



OVE

RLAN

D FL

OW

SUBC

ATCH

MEN

T TIME (min)


BYPASS (m3/s)

8 3 3 3 3 3 7 3 3 3 3 3 4 4 4 4

8/1 3/13 3/12 3/11 3/10 3/9 7/1 3/8 3/7 3/6 3/5 3/4 4/16 4/15 4/14 4/13

3/13 3/12 3/11 3/10 3/9 3/8 3/8 3/7 3/6 3/5 3/4 3/3 4/15 4/14 4/13 4/12

5 5 5 5 5 5 5 5 5 5 5 5 5 5 5 5

225.3 225.3 225.3 225.3 225.3 225.3 225.3 225.3 225.3 225.3 225.3 225.3 225.3 225.3 225.3 225.3

0.9 0.9 0.9 0.9 0.9 0.9 0.9 0.9 0.9 0.9 0.9 0.9 0.9 0.9 0.9 0.9

318 538 0 0 0 0 304 569 0 0 657 734 0 0 0 0

0.0318 0.0538 0 0 0 0 0.0304 0.0569 0 0 0.0657 0.0734 0 0 0 0

0.02862 0.04842 0 0 0 0 0.02736 0.05121 0 0 0.05913 0.06606 0 0 0 0

0.01791056 0.03030151 0 0 0 0 0.01712204 0.0320475 0 0 0.03700388 0.04134072 0 0 0 0

0.01791056 0.03030151 0 0 0 0 0.01712204 0.0320475 0 0 0.03700388 0.04134072 0 0 0 0

1.4% 1.4% 1.4% 1.4%

2SEP 2SEP PIPE CONN PIPE CONN MH MH 2SEP 2SEP PIPE CONN PIPE CONN 2SEP 2SEP MH PIPE CONN PIPE CONN PIPE CONN

100% 100% 100% 100% 100% 100% 100% 100% 100% 100% 100% 100% 100% 100% 100% 100%

0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0

5.0 7.3 7.5 7.6 7.9 8.0 5.0 8.2 8.3 8.5 8.6 8.7 5.2 6.4 7.1 7.7

225.3 197.7 195.4 194.4 191.0 190.0 225.3 188.7 187.4 186.5 185.3 184.6 222.9 207.1 199.6 193.0

0.02862 0.23368 0.26248 0.29128 0.29128 0.29128 0.02736 0.40873 0.43561 0.46249 0.5605 0.62656 0.036 0.072 0.108 0.144

0.018 0.128 0.142 0.157 0.155 0.154 0.017 0.214 0.227 0.240 0.288 0.321 0.022 0.041 0.060 0.077

RCP RCP RCP RCP RCP RCP RCP RCP RCP RCP RCP RCP RCP RCP RCP RCP

375 375 375 375 375 375 375 450 450 450 525 525 375 375 375 375

1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1

0.16216481 1.16185358 1.29012063 1.42449553 1.39927146 1.39162528 0.15502548 1.34684101 1.42580115 1.50675147 1.33265121 1.48376926 0.2018298 0.37506694 0.5421652 0.69890799

6.95 16.1 7.75 30.06 9.49 12.7 6.95 12 8.75 13.21 6.95 14.47 14.75 15 22 8

0.7 0.2 0.1 0.4 0.1 0.2 0.7 0.1 0.1 0.1 0.1 0.2 1.2 0.7 0.7 0.2

5.7 7.5 7.6 7.9 8.0 8.2 5.7 8.3 8.5 8.6 8.7 8.8 6.4 7.1 7.7 7.9

3 of 5

ATTACHMENT A


PROJECT:

FROM U/S

TO D/S

SURFACE TYPE (n)

SLOPE (m/m)

LENGTH (m)

TIME (min)

SLOPE (m/m)

VELOCITY (m/s)

LENGTH (m)

TIME (min)

NOTES:




GUTT

ER F

LOW

TIM

E O

F CO

NCE

NTR

ATIO

N

NEW LINE CODE


FLOW WIDTH (m)

RUNOFF COEFFICIENT



RUNOFF (m3/s)

DRAI

N F


INLE

T DE

TAIL

S

INLET TYPE

GUTTER SLOPE


VELOCITY (m/s)

PREL

IMIA

NRY

HYD

RAU

LIC

DETA

ILS



CONDUIT TYPE

LENGTH (m)


ESTIMATED SIZE (DN)


NUMBER OF CELLS

SURFACE SLOPE

CAPTURE (%)



OVE

RLAN

D FL

OW

SUBC

ATCH

MEN

T TIME (min)


BYPASS (m3/s)

4 6 6 4 5 10 4 4 4 4 4 4 4 4 9 4 4

4/12 6/2 6/1 4/11 5/1 10/1 4/10 4/9 4/8 4/7 4/6 4/5 4/4 4/3 9/1 4/2 4/1

4/11 6/1 4/11 4/10 4/10 4/10 4/9 4/8 4/7 4/6 4/5 4/4 4/3 4/2 4/2 4/1 3/3

5 5 5 5 5 5 5 5 5 5 5 5 5 5 5 5 5

225.3 225.3 225.3 225.3 225.3 225.3 225.3 225.3 225.3 225.3 225.3 225.3 225.3 225.3 225.3 225.3 225.3

0.9 0.9 0.9 0.9 0.9 0.9 0.9 0.9 0.9 0.9 0.9 0.9 0.9 0.9 0.9 0.9 0.9

0 0 0 955 455 360 150 0 0 0 0 0 0 0 325 348 0

0 0 0 0.0955 0.0455 0.036 0.015 0 0 0 0 0 0 0 0.0325 0.0348 0

0 0 0 0.08595 0.04095 0.0324 0.0135 0 0 0 0 0 0 0 0.02925 0.03132 0

0 0 0 0.05378799 0.02562674 0.0202761 0.00844838 0 0 0 0 0 0 0 0.01830481 0.01960023 0

0 0 0 0.05378799 0.02562674 0.0202761 0.00844838 0 0 0 0 0 0 0 0.01830481 0.01960023 0

0.8% 0.8% 3.0% 3.0% 1.5% 1.5%

PIPE CONN MH MH 2SEP 2SEP 2SEP 2SEP PIPE CONN PIPE CONN PIPE CONN PIPE CONN PIPE CONN MH PIPE CONN 2SEP 2SEP PIPE CONN

100% 100% 100% 100% 100% 100% 100% 100% 100% 100% 100% 100% 100% 100% 100% 100% 100%

0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0

7.9 5.1 6.2 8.1 5.0 5.0 8.2 8.4 8.4 8.5 8.5 8.5 8.6 8.6 5.0 8.7 8.8

191.1 223.3 209.6 189.8 225.3 225.3 188.3 187.4 187.3 186.5 186.3 186.0 185.4 184.9 225.3 184.3 183.6

0.18 0.04336 0.07936 0.34531 0.04095 0.0324 0.43216 0.4744 0.51816 0.54216 0.57096 0.59496 0.59496 0.64104 0.02925 0.70161 0.74497

0.096 0.027 0.046 0.182 0.026 0.020 0.226 0.247 0.270 0.281 0.295 0.307 0.306 0.329 0.018 0.359 0.380

RCP RCP RCP RCP RCP RCP RCP RCP RCP RCP RCP RCP RCP RCP RCP RCP RCP

375 375 375 375 375 375 450 450 450 450 450 450 450 450 375 525 525

1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1

0.86517988 0.24353254 0.41844717 1.64844123 0.23202827 0.18358281 1.42127972 1.55269833 1.69509697 1.76568695 1.8578797 1.93280147 1.92661729 2.07006536 0.16573448 1.65956984 1.7555558

7.36 15 3.64 17.54 12.65 7.2 9.07 1 10 2 4 8.11 7 8.1 7.2 8.05 41.59

0.1 1.0 0.1 0.2 0.9 0.7 0.1 0.0 0.1 0.0 0.0 0.1 0.1 0.1 0.7 0.1 0.4

8.1 6.2 6.3 8.2 5.9 5.7 8.4 8.4 8.5 8.5 8.5 8.6 8.6 8.7 5.7 8.8 9.2

4 of 5

ATTACHMENT A


PROJECT:

FROM U/S

TO D/S

SURFACE TYPE (n)

SLOPE (m/m)

LENGTH (m)

TIME (min)

SLOPE (m/m)

VELOCITY (m/s)

LENGTH (m)

TIME (min)

NOTES:




GUTT

ER F

LOW

TIM

E O

F CO

NCE

NTR

ATIO

N

NEW LINE CODE


FLOW WIDTH (m)

RUNOFF COEFFICIENT



RUNOFF (m3/s)

DRAI

N F


INLE

T DE

TAIL

S

INLET TYPE

GUTTER SLOPE


VELOCITY (m/s)

PREL

IMIA

NRY

HYD

RAU

LIC

DETA

ILS



CONDUIT TYPE

LENGTH (m)


ESTIMATED SIZE (DN)


NUMBER OF CELLS

SURFACE SLOPE

CAPTURE (%)



OVE

RLAN

D FL

OW

SUBC

ATCH

MEN

T TIME (min)


BYPASS (m3/s)

3 3 1 1 1 1 1 1 2 2 2 2 1 1

3/3 3/2 1/9 1/8 1/7 1/6 1/5 1/4 2/4 2/3 2/2 2/1 1/3 1/2

3/2 3/1 1/8 1/7 1/6 1/5 1/4 1/3 2/3 2/2 2/1 1/3 1/2 1/1

5 5 5 5 5 5 5 5 5 5 5 5 5 5

225.3 225.3 225.3 225.3 225.3 225.3 225.3 225.3 225.3 225.3 225.3 225.3 225.3 225.3

0.9 0.9 0.9 0.9 0.9 0.9 0.9 0.9 0.9 0.9 0.9 0.9 0.9 0.9

0 0 738 890 0 0 0 0 0 0 0 0 1711 1175

0 0 0.0738 0.089 0 0 0 0 0 0 0 0 0.1711 0.1175

0 0 0.06642 0.0801 0 0 0 0 0 0 0 0 0.15399 0.10575

0 0 0.04156601 0.05012703 0 0 0 0 0 0 0 0 0.0963678 0.06617894

0 0 0.04156601 0.05012703 0 0 0 0 0 0 0 0 0.0963678 0.06617894

0.6% 0.6%

MH MH 2SEP 2SEP PIPE CONN PIPE CONN PIPE CONN PIPE CONN MH PIPE CONN PIPE CONN PIPE CONN 3SEP 2SEP

100% 100% 100% 100% 100% 100% 100% 100% 100% 100% 100% 100% 100% 100%

0 0 0 0 0 0 0 0 0 0 0 0 0 0

9.2 9.7 5.0 5.4 5.5 5.9 6.1 6.3 5.2 6.5 7.1 7.8 7.9 8.0

180.5 176.9 225.3 220.4 218.3 213.4 210.5 207.9 222.9 205.9 199.4 192.7 191.0 190.5

1.37153 1.37153 0.06642 0.20988 0.25476 0.29676 0.33876 0.38116 0.036 0.072 0.1092 0.16224 0.69739 0.80314

0.688 0.688 0.042 0.129 0.155 0.176 0.198 0.220 0.022 0.041 0.060 0.087 0.370 0.425

RCP RCP RCP RCP RCP RCP RCP RCP RCP RCP RCP RCP RCP RCP

750 750 375 450 450 450 450 450 375 375 375 375 450 600

1 1 1 1 1 1 1 1 1 1 1 1 1 1

1.55634241 1.55634241 0.37634476 0.80806021 0.97145522 1.10615543 1.24564934 1.38425009 0.20182977 0.37293046 0.54771446 0.7863847 2.32639049 1.50275347

45 31.8 8 7.48 20.91 15 17 17.13 16 13 22.51 8.32 7.72 49.9

0.5 0.3 0.4 0.2 0.4 0.2 0.2 0.2 1.3 0.6 0.7 0.2 0.1 0.6

9.7 10.0 5.4 5.5 5.9 6.1 6.3 6.5 6.5 7.1 7.8 7.9 8.0 8.5

5 of 5

ATTACHMENT A

HYDRAULIC CALCULATION SHEET -URBAN CATCHMENTS

PROJECT: JOB No

3 3 3 3 Lot 32 3 Lot 46 3 Lot 45 3 Lot 44 7 3 3 3 Lot 43 3 Lot 42 3 Lot 41 8 3 3 Lot 40 3 Lot 39 3FROM D/S 3/1 3/2 3/3 3/4 3/5 3/5 3/6 3/6 3/7 3/7 3/8 3/8 3/8 3/9 3/10 3/11 3/11 3/12 3/12 3/13 3/13 3/13 3/14 3/15 3/15 3/16 3/16TO U/S 3/2 3/3 3/4 3/5 Lot 32 3/6 Lot 46 3/7 Lot 45 3/8 Lot 44 7/1 3/9 3/10 3/11 Lot 43 3/12 Lot 42 3/13 Lot 41 8/1 3/14 3/15 Lot 40 3/16 Lot 39 3/17

10.300 10.437 10.713 11.047 11.289 11.289 11.420 11.420 11.515 11.515 11.680 11.680 11.680 11.811 11.922 12.161 12.161 12.243 12.243 12.345 12.345 12.345 12.358 12.387 12.387 12.400 12.4000.688 0.688 0.321 0.288 0.024 0.240 0.017 0.227 0.017 0.214 0.024 0.017 0.157 0.157 0.157 0.018 0.142 0.018 0.128 0.027 0.018 0.063 0.065 0.023 0.046 0.023 0.026

750 750 525 525 225 450 225 450 225 450 225 375 375 375 375 225 375 225 375 225 375 375 375 225 375 225 375RCP RCP RCP RCP PVC RCP PVC RCP PVC RCP PVC RCP RCP RCP RCP PVC RCP PVC RCP PVC RCP RCP RCP PVC RCP PVC RCP

2 2 2 2 2 2 2 2 2 2 2 2 2 2 2 2 2 2 2 2 2 2 2 2 2 2 21 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1

0.6 0.6 0.6 0.6 0.6 0.6 0.6 0.6 0.6 0.6 0.6 0.6 0.6 0.6 0.6 0.6 0.6 0.6 0.6 0.6 0.6 0.6 0.6 0.6 0.6 0.6 0.61E+06 1E+06 728018 653871 128680 633681 88963.6 599636 88964 566428 128680 54331 499239 499239 499239 95318 452145 95318 407192 141124 56833 201296 207220 119148 146674 119148 826500.019 0.019 0.021 0.021 0.027 0.022 0.027 0.022 0.027 0.022 0.027 0.026 0.023 0.023 0.023 0.027 0.023 0.027 0.023 0.027 0.025 0.023 0.023 0.027 0.024 0.027 0.025

1.5563 1.5563 1.4838 1.3327 0.6119 1.5068 0.42307 1.4258 0.4231 1.3468 0.6119 0.155 1.4245 1.4245 1.4245 0.4533 1.2901 0.4533 1.1619 0.6711 0.1622 0.5744 0.5913 0.5666 0.4185 0.5666 0.23580.1235 0.1235 0.1122 0.0905 0.0191 0.1157 0.00912 0.1036 0.0091 0.0925 0.0191 0.0012 0.1034 0.1034 0.1034 0.0105 0.0848 0.0105 0.0688 0.023 0.0013 0.0168 0.0178 0.0164 0.0089 0.0164 0.00280.0031 0.0031 0.0044 0.0036 0.0023 0.0055 0.0011 0.005 0.0011 0.0044 0.0023 8E-05 0.0062 0.0062 0.0062 0.0013 0.0051 0.0013 0.0042 0.0027 9E-05 0.001 0.0011 0.0019 0.0006 0.0019 0.0002

31.8 45 14.47 6.95 5.9 13.21 5.9 8.75 5.9 12 5.9 6.95 12.73 9.49 30.06 5.6 7.75 5.7 16.1 5.9 6.95 9.2 18.3 5.9 15 5.9 10.250.100 0.141 0.064 0.025 0.013 0.073 0.006 0.044 0.006 0.053 0.013 0.001 0.079 0.059 0.188 0.007 0.040 0.007 0.067 0.016 0.001 0.010 0.020 0.011 0.008 0.011 0.002

10.400 10.578 10.778 11.072 11.302 11.362 11.427 11.464 11.522 11.569 11.693 11.680 11.759 11.870 12.109 12.168 12.201 12.250 12.310 12.361 12.346 12.354 12.378 12.398 12.395 12.411 12.4029.427 9.627 9.722 9.812 10.193 9.924 10.340 9.986 10.458 10.070 10.617 10.145 10.217 10.322 10.821 11.228 10.943 11.432 11.194 11.515 11.269 11.398 11.601 12.093 11.751 12.245 11.853

10.400 10.578 10.778 11.072 11.302 11.362 11.427 11.464 11.522 11.569 11.693 11.680 11.759 11.870 12.109 12.168 12.201 12.250 12.310 12.361 12.346 12.354 12.378 12.398 12.395 12.470 12.402

0.3 1.1 2.4 2.4 4 0.5 4 0.5 4 1.2 4 5 0.5 0.5 0.5 4 0.5 4 0.5 4 5 0.2 0.5 4 0.5 4 20.037 0.1358 0.2693 0.2172 0.0763 0.0579 0.03649 0.0518 0.0365 0.1109 0.0763 0.0061 0.0517 0.0517 0.0517 0.0419 0.0424 0.0419 0.0344 0.0918 0.0067 0.0034 0.0089 0.0655 0.0045 0.0655 0.0057

10.437 10.713 11.047 11.289 11.379 11.420 11.463 11.515 11.558 11.680 11.769 11.686 11.811 11.922 12.161 12.210 12.243 12.292 12.345 12.453 12.352 12.358 12.387 12.464 12.400 12.535 12.40710.73 11.6 11.575 11.6 11.96 11.7 12.14 11.866 12.23 12.027 12.3 12.01 12.222 12.391 12.816 12.9 12.918 13 13.13 13.2 12.95 13.274 13.524 13.6 13.725 13.8 13.862

OK OK OK OK OK OK OK OK OK OK OK OK OK OK OK OK OK OK OK OK OK OK OK OK OK OK OK

0.293 0.887 0.528 0.311 0.581 0.280 0.677 0.351 0.672 0.347 0.531 0.324 0.411 0.469 0.655 0.690 0.675 0.708 0.785 0.747 0.598 0.916 1.137 1.136 1.325 1.265 1.4550.553 1.223 1.328 1.263 1.542 1.326 1.575 1.430 1.547 1.507 1.458 1.490 1.630 1.694 1.620 1.447 1.600 1.343 1.561 1.460 1.306 1.501 1.548 1.282 1.599 1.330 1.634

9.427 9.627 9.722 9.812 10.193 9.924 10.340 9.986 10.458 10.070 10.617 10.145 10.217 10.322 10.821 11.228 10.943 11.432 11.194 11.515 11.269 11.398 11.601 12.093 11.751 12.245 11.853

9.300 9.447 9.647 9.742 10.075 9.832 10.222 9.924 10.339 9.986 10.499 10.090 10.090 10.237 10.352 11.172 10.821 11.318 10.943 11.397 11.214 11.214 11.418 11.976 11.601 12.128 11.751

0.0040 0.0040 0.0052 0.0101 0.0200 0.0070 0.0200 0.0071 0.0202 0.0070 0.0200 0.0079 0.0100 0.0090 0.0156 0.0100 0.0157 0.0200 0.0156 0.0200 0.0079 0.0200 0.0100 0.0198 0.0100 0.0198 0.0100

0.807 0.807 0.365 0.510 0.074 0.270 0.074 0.270 0.074 0.270 0.074 0.178 0.200 0.190 0.250 0.052 0.251 0.074 0.250 0.074 0.178 0.285 0.200 0.073 0.200 0.073 0.200

OK OK OK OK OK OK OK OK OK OK OK OK OK OK OK OK OK OK OK OK OK OK OK OK OK OK OK

NOTES:For check - MAX HGL = FSL-150mmPIT LOSSES BASED ON AARB SR34 1986PIPE FRICTION LOSSES BASED ONTHE DARCY-WEISBACH FORMULAPIPE CAPACITIES BASED ONTHE COLEBROOK-WHITE FORMULA

PIPE CAPACITY CHECK:

CHECKED

DESIGNED LCM

PIPE CLASS

CHECKED PJMMitchell Creek Green Stg 2A

PIPE TYPE

PIPE DATA

Qo (m3/s)

REYNOLDS NO.

DB05941.100

EQUIV. RCBC WIDTHNUMBER OF CELLS

ROUGHNESS, k (mm)

5

FRICTION FACTOR

ARI (years)

DATE

LINE CODE

Vo2/2g (m)

CONTROL HGL D/S PIT (m)

Do (mm)

CHECKED

PIPE FRICTION LOSSES

OTHER

H.G.L. (m)SURFACE LEVEL

PRELIM. H.G.L. (m)

Hf (m)

Increase in HGL due to pipe OL

DEPTH TO HGL (m) AT U/S END

U/S IL (m)

Qu (m3/s)

INTERIM D/S IL (m)

FINAL ACCEPTANCE CRITERIA U/S PIT

PIPE SLOPE (m/m)

D/S PIPE COVER (m)

PIPE FULL CAPACITY AT DESIGN SLOPE (m3/s)

DB05941.10011/07/2014

QL (m3/s)

INVERT LEVEL (m)

U/S PIT CONFIG.

ADOPTED H.G.L. (m)

Sf (m/m)

DRAIN LOCATION ID

Vo (m/s)

LENGTH (m)

U/S PIPE COVER (m)

H.G.L U/S PIT

Qg (m3/s)

D/S IL (m)

Hw

1 of 4

ATTACHMENT A


PROJECT:

FROM D/STO U/S



CHECKED

PIPE CLASS

Mitchell Creek Green Stg 2A

PIPE TYPE

PIPE DATA

Qo (m3/s)

REYNOLDS NO.

DB05941.100


ROUGHNESS, k (mm)

FRICTION FACTOR

LINE CODE

Vo2/2g (m)


Do (mm)

CHECKED


OTHER


PRELIM. H.G.L. (m)

Hf (m)



U/S IL (m)

Qu (m3/s)

INTERIM D/S IL (m)


PIPE SLOPE (m/m)

D/S PIPE COVER (m)


QL (m3/s)

INVERT LEVEL (m)

U/S PIT CONFIG.

ADOPTED H.G.L. (m)

Sf (m/m)

DRAIN LOCATION ID

Vo (m/s)

LENGTH (m)

U/S PIPE COVER (m)

H.G.L U/S PIT

Qg (m3/s)

D/S IL (m)

Hw

Lot 38 4 Lot 33 4 9 4 Lot 34 4 4 Lot 35 4 Lot 27 4 Lot 36 4 Lot 26 4 Lot 37 4 10 5 4 4 Lot 12 4 Lot 13 4 Lot 143/17 3/3 4/1 4/1 4/2 4/2 4/3 4/3 4/4 4/5 4/5 4/6 4/6 4/7 4/7 4/8 4/8 4/9 4/9 4/10 4/10 4/10 4/11 4/12 4/12 4/13 4/13 4/14Lot 38 4/1 Lot 33 4/2 9/1 4/3 Lot 34 4/4 4/5 Lot 35 4/6 Lot 27 4/7 Lot 36 4/8 Lot 26 4/9 Lot 37 4/10 10/1 5/1 4/11 4/12 Lot 12 4/13 Lot 13 4/14 Lot 14

12.407 10.713 11.049 11.049 11.164 11.164 11.358 11.358 11.459 11.628 11.628 11.749 11.749 11.844 11.844 11.987 11.987 12.054 12.054 12.192 12.192 12.192 12.754 12.790 12.790 12.815 12.815 12.8430.026 0.380 0.027 0.359 0.018 0.329 0.029 0.306 0.307 0.015 0.295 0.018 0.281 0.015 0.270 0.027 0.247 0.026 0.226 0.020 0.026 0.182 0.096 0.023 0.077 0.023 0.060 0.023

225 525 225 525 375 450 225 450 450 225 450 225 450 225 450 225 450 225 450 375 375 375 375 225 375 225 375 225PVC RCP PVC RCP RCP RCP PVC RCP RCP PVC RCP PVC RCP PVC RCP PVC RCP PVC RCP RCP RCP RCP RCP PVC RCP PVC RCP PVC

2 2 2 2 2 2 2 2 2 2 2 2 2 2 2 2 2 2 2 2 2 2 2 2 2 2 2 21 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1

0.6 0.6 0.6 0.6 0.6 0.6 0.6 0.6 0.6 0.6 0.6 0.6 0.6 0.6 0.6 0.6 0.6 0.6 0.6 0.6 0.6 0.6 0.6 0.6 0.6 0.6 0.6 0.6139006 861371 143507 814275 58085 870588 152509 810260 812860 79432 781351 95318 742579 79432 712891 144831 653004 139800 597734 64340 81318 577725 303217 119148 244944 119148 190011 119148

0.027 0.021 0.027 0.021 0.025 0.021 0.026 0.021 0.021 0.027 0.021 0.027 0.022 0.027 0.022 0.027 0.022 0.027 0.022 0.025 0.025 0.023 0.023 0.027 0.023 0.027 0.023 0.0270.661 1.7556 0.6825 1.6596 0.1657 2.0701 0.7253 1.9266 1.9328 0.3777 1.8579 0.4533 1.7657 0.3777 1.6951 0.6888 1.5527 0.6648 1.4213 0.1836 0.232 1.6484 0.8652 0.5666 0.6989 0.5666 0.5422 0.5666

0.0223 0.1571 0.0237 0.1404 0.0014 0.2184 0.0268 0.1892 0.1904 0.0073 0.1759 0.0105 0.1589 0.0073 0.1465 0.0242 0.1229 0.0225 0.103 0.0017 0.0027 0.1385 0.0382 0.0164 0.0249 0.0164 0.015 0.01640.0026 0.0062 0.0028 0.0055 9E-05 0.0104 0.0032 0.009 0.0091 0.0009 0.0084 0.0013 0.0076 0.0009 0.007 0.0028 0.0059 0.0027 0.0049 0.0001 0.0002 0.0083 0.0023 0.0019 0.0015 0.0019 0.0009 0.0019

5.9 41.59 5.9 8.05 7.2 8.1 6.9 7 8.11 5.9 4 13.1 2 5.9 10 13.1 1 5.9 9.07 7.2 12.65 17.54 7.36 5.9 8 5.9 22 5.90.016 0.258 0.017 0.045 0.001 0.084 0.022 0.063 0.074 0.005 0.034 0.016 0.015 0.005 0.070 0.037 0.006 0.016 0.045 0.001 0.002 0.146 0.017 0.011 0.012 0.011 0.021 0.011

12.423 10.971 11.066 11.094 11.165 11.249 11.379 11.421 11.532 11.633 11.661 11.766 11.764 11.849 11.914 12.024 11.993 12.070 12.099 12.193 12.194 12.338 12.771 12.801 12.802 12.826 12.835 12.85412.383 10.194 10.859 10.291 10.454 10.408 11.009 10.492 10.593 11.319 10.633 11.344 10.653 11.407 10.823 11.425 10.763 11.582 10.853 11.017 11.580 11.239 11.535 12.197 11.615 12.264 11.835 12.44012.608 10.971 11.084 11.094 11.165 11.249 11.379 11.421 11.532 11.633 11.661 11.766 11.764 11.849 11.914 12.024 11.993 12.070 12.099 12.193 12.194 12.338 12.771 12.801 12.802 12.826 12.835 12.854

4 0.5 4 0.5 5 0.5 4 0.2 0.5 4 0.5 4 0.5 4 0.5 4 0.5 4 0.9 5 5 3 0.5 4 0.5 4 0.5 40.0891 0.0785 0.095 0.0702 0.007 0.1092 0.1072 0.0378 0.0952 0.0291 0.088 0.0419 0.0795 0.0291 0.0732 0.0967 0.0614 0.0901 0.0927 0.0086 0.0137 0.4155 0.0191 0.0655 0.0124 0.0655 0.0075 0.0655

12.697 11.049 11.179 11.164 11.172 11.358 11.487 11.459 11.628 11.662 11.749 11.808 11.844 11.878 11.987 12.121 12.054 12.160 12.192 12.201 12.208 12.754 12.790 12.867 12.815 12.892 12.843 12.92013.96 12.28 12.38 12.251 12.405 12.366 12.8 12.451 12.72 13 12.78 12.88 12.81 13.1 12.814 13.146 12.98 13.2 13.036 13.036 13.463 13.412 13.61 13.96 13.675 14.01 13.85 14.06

OK OK OK OK OK OK OK OK OK OK OK OK OK OK OK OK OK OK OK OK OK OK OK OK OK OK OK OK

1.263 1.231 1.201 1.087 1.233 1.008 1.313 0.992 1.092 1.338 1.031 1.072 0.966 1.222 0.827 1.025 0.926 1.040 0.844 0.835 1.255 0.658 0.820 1.093 0.860 1.118 1.007 1.1401.352 1.561 1.296 1.435 1.576 1.508 1.566 1.509 1.677 1.456 1.697 1.311 1.707 1.468 1.541 1.496 1.767 1.393 1.733 1.644 1.508 1.798 1.700 1.538 1.685 1.521 1.640 1.395

12.383 10.194 10.859 10.291 10.454 10.408 11.009 10.492 10.593 11.319 10.633 11.344 10.653 11.407 10.823 11.425 10.763 11.582 10.853 11.017 11.580 11.239 11.535 12.197 11.615 12.264 11.835 12.440

12.265 9.695 10.719 10.194 10.311 10.311 10.858 10.408 10.512 11.043 10.593 11.083 10.633 11.103 10.673 11.203 10.753 11.213 10.763 10.873 11.327 10.863 11.462 11.910 11.535 11.990 11.615 12.210

0.0200 0.0120 0.0237 0.0120 0.0199 0.0120 0.0219 0.0120 0.0100 0.0468 0.0100 0.0199 0.0100 0.0515 0.0150 0.0169 0.0100 0.0625 0.0099 0.0200 0.0200 0.0214 0.0099 0.0486 0.0100 0.0464 0.0100 0.0390

0.074 0.556 0.080 0.556 0.283 0.354 0.077 0.354 0.323 0.113 0.323 0.074 0.323 0.119 0.396 0.068 0.323 0.131 0.323 0.284 0.284 0.293 0.200 0.115 0.200 0.113 0.200 0.103

OK OK OK OK OK OK OK OK OK OK OK OK OK OK OK OK OK OK OK OK OK OK OK OK OK OK OK OK

2 of 4

ATTACHMENT A


PROJECT:

FROM D/STO U/S



CHECKED

PIPE CLASS


PIPE TYPE

PIPE DATA

Qo (m3/s)

REYNOLDS NO.

DB05941.100


ROUGHNESS, k (mm)

FRICTION FACTOR

LINE CODE

Vo2/2g (m)


Do (mm)

CHECKED


OTHER


PRELIM. H.G.L. (m)

Hf (m)



U/S IL (m)

Qu (m3/s)

INTERIM D/S IL (m)


PIPE SLOPE (m/m)

D/S PIPE COVER (m)


QL (m3/s)

INVERT LEVEL (m)

U/S PIT CONFIG.

ADOPTED H.G.L. (m)

Sf (m/m)

DRAIN LOCATION ID

Vo (m/s)

LENGTH (m)

U/S PIPE COVER (m)

H.G.L U/S PIT

Qg (m3/s)

D/S IL (m)

Hw

4 Lot 15 4 Lot 16 6 Lot 11 6 Lot 10 1 1 1 Lot 5 1 Lot 4 1 Lot 3 1 Lot 2 1 Lot 1 1 24/14 4/15 4/15 4/16 4/11 6/1 6/1 6/2 1/1 1/2 1/3 1/4 1/4 1/5 1/5 1/6 1/6 1/7 1/7 1/8 1/8 1/34/15 Lot 15 4/16 Lot 16 6/1 Lot 11 6/2 Lot 10 1/2 1/3 1/4 Lot 5 1/5 Lot 4 1/6 Lot 3 1/7 Lot 2 1/8 Lot 1 1/9 2/1

12.843 12.853 12.853 12.859 12.754 12.760 12.760 12.769 10.300 10.584 11.513 11.642 11.642 11.747 11.747 11.823 11.823 11.896 11.896 11.988 11.988 11.5130.041 0.023 0.022 0.023 0.046 0.023 0.027 0.027 0.425 0.370 0.220 0.027 0.198 0.026 0.176 0.026 0.155 0.028 0.129 0.040 0.042 0.087

375 225 375 225 375 225 375 225 600 450 450 225 450 225 450 225 450 225 450 225 375 375RCP PVC RCP PVC RCP PVC RCP PVC RCP RCP RCP PVC RCP PVC RCP PVC RCP PVC RCP PVC RCP RCP

2 2 2 2 2 2 2 2 2 2 2 2 2 2 2 2 2 2 2 2 2 21 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1

0.6 0.6 0.6 0.6 0.6 0.6 0.6 0.6 0.6 0.6 0.6 0.6 0.6 0.6 0.6 0.6 0.6 0.6 0.6 0.6 0.6 0.6131449 119148 70735 119148 146652 119148 85350 143507 842665 978389 582161 140330 523871 139005.7 465205.6 139005.674 408555.935 148537.492 339838.407 209699.988 131896.527 275602.115

0.024 0.027 0.025 0.027 0.024 0.027 0.025 0.027 0.020 0.021 0.022 0.027 0.022 0.027 0.022 0.027 0.022 0.026 0.022 0.026 0.024 0.0230.3751 0.5666 0.2018 0.5666 0.4184 0.5666 0.2435 0.6825 1.5028 2.3264 1.3843 0.6673 1.2456 0.661049 1.106155 0.6610492 0.97145522 0.70637829 0.80806021 0.99723994 0.37634476 0.78638470.0072 0.0164 0.0021 0.0164 0.0089 0.0164 0.003 0.0237 0.1151 0.2758 0.0977 0.0227 0.0791 0.022272 0.062364 0.02227248 0.04810017 0.02543172 0.03328039 0.05068744 0.00721893 0.03151890.0005 0.0019 0.0001 0.0019 0.0006 0.0019 0.0002 0.0028 0.0039 0.0131 0.0047 0.0027 0.0038 0.002629 0.003011 0.00262874 0.00233045 0.00299382 0.00162164 0.00589863 0.00045796 0.00193302

15 5.9 14.75 5.9 3.64 5.9 15 5.9 49.9 7.72 17.13 6 17 6.2 15 6.4 20.91 6.5 7.48 5.9 8 8.320.007 0.011 0.002 0.011 0.002 0.011 0.003 0.017 0.192 0.101 0.080 0.016 0.065 0.016 0.045 0.017 0.049 0.019 0.012 0.035 0.004 0.016

12.849 12.864 12.855 12.871 12.756 12.772 12.763 12.786 10.492 10.686 11.594 11.658 11.707 11.763 11.792 11.840 11.872 11.915 11.908 12.023 11.991 11.52911.985 12.560 12.133 12.548 11.313 12.158 11.538 12.273 9.500 10.113 10.304 11.114 10.474 11.166 10.624 11.258 10.834 11.391 10.908 11.622 11.088 10.29912.849 12.864 12.855 12.871 12.756 12.772 12.763 12.786 10.492 10.686 11.594 11.658 11.707 11.763 11.792 11.840 11.872 11.915 11.908 12.023 11.991 11.529

0.5 4 2 4 0.5 4 2 4 0.8 3 0.5 4 0.5 4 0.5 4 0.5 4 2.4 4 5 0.50.0036 0.0655 0.0042 0.0655 0.0045 0.0655 0.006 0.095 0.0921 0.8275 0.0488 0.0908 0.0395 0.08909 0.031182 0.08908992 0.02405008 0.10172687 0.07987294 0.20274975 0.03609464 0.01575945

12.853 12.930 12.859 12.936 12.760 12.837 12.769 12.881 10.584 11.513 11.642 11.749 11.747 11.852 11.823 11.929 11.896 12.017 11.988 12.225 12.028 11.54513.97 14.1 14.081 14.1 13.56 13.91 13.528 13.9 12.421 12.421 12.6 12.98 12.622 12.8 12.712 12.9 12.836 13 12.88 13.1 12.866 12.514

OK OK OK OK OK OK OK OK OK OK OK OK OK OK OK OK OK OK OK OK OK OK

1.117 1.170 1.222 1.164 0.800 1.073 0.759 1.019 1.837 0.908 0.958 1.231 0.875 0.948 0.889 0.971 0.940 0.983 0.892 0.875 0.838 0.9691.610 1.315 1.573 1.327 1.872 1.527 1.615 1.402 2.321 1.858 1.846 1.641 1.698 1.409 1.638 1.417 1.552 1.384 1.522 1.253 1.403 1.840

11.985 12.560 12.133 12.548 11.313 12.158 11.538 12.273 9.500 10.113 10.304 11.114 10.474 11.166 10.624 11.258 10.834 11.391 10.908 11.622 11.088 10.299

11.835 12.360 11.985 12.430 11.259 11.688 11.313 12.155 9.300 9.520 10.133 10.754 10.304 10.925 10.474 11.075 10.624 11.260 10.834 11.504 10.928 10.133

0.0100 0.0339 0.0100 0.0200 0.0148 0.0797 0.0150 0.0200 0.0040 0.0768 0.0100 0.0600 0.0100 0.0389 0.0100 0.0286 0.0100 0.0202 0.0099 0.0200 0.0200 0.0200

0.200 0.096 0.200 0.074 0.244 0.148 0.245 0.074 0.453 0.900 0.323 0.128 0.323 0.103 0.323 0.088 0.323 0.074 0.323 0.074 0.284 0.284

OK OK OK OK OK OK OK OK OK OK OK OK OK OK OK OK OK OK OK OK OK OK

3 of 4

ATTACHMENT A


PROJECT:

FROM D/STO U/S



CHECKED

PIPE CLASS


PIPE TYPE

PIPE DATA

Qo (m3/s)

REYNOLDS NO.

DB05941.100


ROUGHNESS, k (mm)

FRICTION FACTOR

LINE CODE

Vo2/2g (m)


Do (mm)

CHECKED


OTHER


PRELIM. H.G.L. (m)

Hf (m)



U/S IL (m)

Qu (m3/s)

INTERIM D/S IL (m)


PIPE SLOPE (m/m)

D/S PIPE COVER (m)


QL (m3/s)

INVERT LEVEL (m)

U/S PIT CONFIG.

ADOPTED H.G.L. (m)

Sf (m/m)

DRAIN LOCATION ID

Vo (m/s)

LENGTH (m)

U/S PIPE COVER (m)

H.G.L U/S PIT

Qg (m3/s)

D/S IL (m)

Hw

Lot 6 2 Lot 7 2 Lot 8 2 Lot 92/1 2/1 2/2 2/2 2/3 2/3 2/4Lot 6 2/2 Lot 7 2/3 Lot 8 2/4 Lot 9

11.545 11.545 11.574 11.574 11.584 11.584 11.7090.033 0.060 0.023 0.041 0.023 0.022 0.023

225 375 225 375 225 375 225PVC RCP PVC RCP PVC RCP PVC

2 2 2 2 2 2 21 1 1 1 1 1 1

0.6 0.6 0.6 0.6 0.6 0.6 0.6175544.308 191956.002 123119.311 130699.928 119147.72 70734.7341 119147.72

0.026 0.023 0.027 0.024 0.027 0.025 0.0270.83481071 0.54771446 0.58550072 0.37293046 0.5666136 0.20182977 0.56661360.03552033 0.01529007 0.01747253 0.00708854 0.01636345 0.00207621 0.016363450.00415655 0.00095121 0.00207279 0.00044993 0.00194407 0.00013793 0.00194407

5.7 22.51 5.8 13 5.8 16 5.90.024 0.021 0.012 0.006 0.011 0.002 0.011

11.569 11.566 11.586 11.580 11.595 11.586 11.72111.156 10.750 11.744 11.010 12.039 11.330 12.34911.569 11.566 11.969 11.580 12.264 11.705 12.574

4 0.5 4 0.5 4 2 40.14208133 0.00764503 0.06989013 0.00354427 0.06545382 0.00415242 0.06545382

11.711 11.574 12.039 11.584 12.329 11.709 12.63913 13.002 13.2 13.297 13.4 13.627 13.7

OK OK OK OK OK OK OK

1.289 1.428 1.161 1.713 1.071 1.918 1.0611.619 1.877 1.231 1.912 1.136 1.922 1.126

11.156 10.750 11.744 11.010 12.039 11.330 12.349

10.674 10.299 11.125 10.750 11.385 11.010 12.231

0.0846 0.0200 0.1067 0.0200 0.1128 0.0200 0.0200

0.152 0.284 0.171 0.284 0.176 0.284 0.074

OK OK OK OK OK OK OK

4 of 4

ATTACHMENT A

ATTACHMENT A

ATTACHMENT A

HYDRAULIC CALCULATION SHEET URBAN CATCHMENTS - MAJOR STORMWATER DRAINAGE SYSTEM

PROJECT:

ROAD FLOWS FOR MAJOR STORM EVENT (100 YEAR ARI)

Comments

Area (ha) tc C5 C100 I5 I100 Q5 Q100Q100 - Q5

(road)Width (m)

Cross Slope (m/m)

Width (m)

Cross Slope (m/m)

Catchment 1 1.00 9 0.75 0.95 181.87 294.67 0.378 0.777 0.398Catchment 1A - Road Ch. 180m 0.34 8 0.75 0.95 190.38 308.65 0.134 0.275 0.141 0.018 3.5 0.03 4.5 0.02 0.24 1.56 16.3 0.0957 0.023 1.904 1.22 0.293 OK - Road reserve capacity > Q100 gap flowCatchment 1B - Road Ch. 160m 0.61 8 0.75 0.95 190.38 308.65 0.243 0.499 0.256 0.006 3.5 0.03 4.5 0.02 0.24 1.56 16.3 0.0957 0.023 1.099 0.70 0.169 OK - Road reserve capacity > Q100 gap flowCatchment 2A - Road Ch. 550m 1.03 9 0.75 0.95 181.87 294.67 0.388 0.797 0.409 0.012 3 0.03 4.5 0.02 0.24 1.40 15.3 0.0912 0.023 1.346 0.96 0.232 OK - Road reserve capacity > Q100 gap flowCatchment 2B - Road Ch. 530m 0.60 8 0.75 0.95 190.38 308.65 0.237 0.487 0.250 0.012 3 0.03 4.5 0.02 0.24 1.40 15.3 0.0912 0.023 1.346 0.96 0.232 OK - Road reserve capacity > Q100 gap flow

OVERFLOW PATHS THROUGH OPEN SPACE AREAS (100 YEAR ARI)

VelocityComments

Long Slope (m/m)

Capacity (cu.m/s)

Max Slope V (m/s)

Catchment 1 - Flow path through park 0.398* 0.035 40 70 0 0.060 0.12 0.0150 0.425 0.536 9.600 0.064 OK - Flows safely contained within park

* Gap flow for Cachment 1 - refer to road flow calculations above

Notes:Sheet uses Mannings Equation for open channel flow

Flow width (m)

depth x velocity product (m2/s)

JOB No

Hydraulics - Max Flow Capacity of Road Reserve

Velocity (m/s)

d x v product

m2/s

DB05941.100 DESIGNED LCMDB05941.100 DATE 11/07/2014 CHECKED PJMMitchell Creek Green Stg 2A

CapacitySide Slope 1

(1:x)

Side Slope 2

(1:x)

Base Width (m)*

R (A/P)Depth

(m)Catchment

Q (cu.m/s)

Mannings 'n'

Runoff Coefficient Intensity (mm/hr) Runoff - Q (m3/s)Catchment

Hydrology

Long Grade m/m

Flow Depth (m) Area (m2)

Perimeter (m)

R Manning's n CapacityVergeTraffic Lane

Road Geometry

1 of 1

ATTACHMENT A

ATTACHMENT A

Documents

Mitchell Creek Green Stage 2A - City of Palmerston · 2018. 4. 26. · Parap NT 0820 PO Box 2145 T +61 8 8982 4800 F +61 8 8982 4840 COPYRIGHT: The concepts and information contained