SfflftEOt vari F SERPENTINE JARRAHDALE€¦ · (POS) will accommodate a greater diversity of lot types across The Glades estate and, consequently, provide for a broader range of housing

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OurRef: 06/014 LM:ct

26 November 2015

187 Rubens HoaU Subiaco PO Bux HlflB Sutnaxi East Wfestan Ausirdlta H1UH

Attention: Mr Leonard Long, Acting Planning Manager

Chief Executive Officer

Shire of Serpentine Jarrahdale

6 Patterson Street

MUNDIJONG WA6123

Dear Sir

THE GLADES - LOCAL STRUCTURE PLAN AMENDMENT NO. 8

Taylor Burrell Barnett, on behalf of our client LWP Byford Syndicate Pty Ltd, is pleased to lodge with

the Shire of Serpentine Jarrahdale an amendment / modification to the approved The Glades Local

Structure Plan (LSP) for the Shire's consideration and determination. As part of this proposal please

find attached the following documentation:

i t

a copy of the approved LSP (06/014/012Z) incorporating up to, and including Amendment No.

7;

two copies of proposed modified LSP (06/014/131J);

A copy of the modified LSP with the proposed modifications highlighted (06/014/217);

Public Open Space Rationale Plan (Cardup Brook Precinct);

Movement Rationale Plan (Cardup Brook Precinct); and

Urban Water Management Plan (x2) prepared byJDA (Cardup Brook Precinct).

SUBJECT SITE

The proposed modifications to the LSP cover various areas located with The Glades estate, including:

• Coral Gardens Stage 7 including the associated Display Village location; and street block cells

abutting Abernethy Road at the western and eastern ends of the estate;

• various modifications to the Icaria Precinct; and

• the Cardup Brook Precinct, including Lots 9000, 9001 and 9060 Orton Road. This area is

generally surrounded by Orton Road to the north; Soldiers Road to the east; Cardup Brook to

the south; and the Tonkin Highway reservation to the west. The area consists of

approximately 96.5ha and is generally cleared, having been grazed and farmed in the past.

Refer to LSP Modifications Plan which highlights the areas subject to modification.

BACKGROUND

Approved The Glades LSP

The latest approved version of The Glades LSP, incorporating modifications up to No. 7, was approved by the Shire of Serpentine-Jarrahdale at its Council Meeting on 9 December 2013. This proposal consolidates modifications formerly known as no. 8, 9 and 10 lodged with the Shire in June 2014; June 2015 and September 2015, respectively, into one comprehensive modification proposal which the Shire will then proceed to advertise for public comment.

Our Office has discussed the proposed modifications with the Shire's technicp

times prior to lodgement with supportive feedback provided at each occasion.

I officers at vari SfflftEOF z

2 7 NOV 2015

SERPENTINE JARRAHDALE SJS TRIM - IN15/25105

OCM088.1/05/16

Our Office has also met with the Department of Planning's technical officers and have discussed the

proposed modifications relating to the Cardup Brook Precinct. The modifications being undertaken to

the Icaria Precinct generally reflect those on the approved Plans of Subdivision for this precinct.

PLANNING FRAMEWORK

Consideration of the original modifications to the LSP was to occur under the provisions of the Shire's Town Planning Scheme No. 2. However, since this time, the Planning and Development (Local Planning Schemes) Regulations 2015 were gazetted on 19 October 2015, meaning that the LSP proposal must now be considered under this legislation. In this regard, the proposed modified LSP is submitted for consideration by the WAPC under Clause 29 (1) of Schedule 2, Part 4 of the Regulations.

Shire of Serpentine-Jarrahdale Local Planning Policy 57 - Housing Diversity

The Shire has adopted Local Planning Policy 57 - Housing Diversity (LPP 57). Of particular relevance

to the modified LSP, we note the following objectives of LPP 57:

• Promote and facilitate increased housing diversity and choice to meet the changing housing

needs of the Shire community;

• Provide a diverse range of housing types to meet the needs of residents which vary based on income, family types and stages of life, to support the growth of sustainable communities;

• Provide equitable access and lifestyle opportunities for residents.

The proposed modifications to the road layout; density allocation; and location of public open space (POS) will accommodate a greater diversity of lot types across The Glades estate and, consequently, provide for a broader range of housing products generating more choice for future residents of the Byford community. We consider that these outcomes strongly align with the Shire's objectives with regard to housing diversity, as outlined in LPP 57.

PROPOSED MODIFICATIONS

Coral Gardens Precinct

Three modifications are proposed in this area, including:

1. Stage 7 Coral Gardens (central location)

This area covers the new Display Village where lots have been titled and Display Homes are now

under construction. This modification reflects a revised subdivision layout as approved by the

WAPC under Subdivision Application WAPC Ref. 146392, which significantly reduced the extent

of direct lot interface with the POS area.

SJS TRIM - IN15/25105

OCM088.1/05/16

.../3

Figure 1 - Approved Revised Plan of Subdivision WAPC Ref. 146392

2. Western street cell adjacent to Abernethy Road between Kokoda Boulevard and the western edge of the LSP boundary

This modification increases the density code from R12.5 to R15 to accommodate lot sizes below 700m 2 (7 in total as depicted on the plan of subdivision).

The slight increase in density code will still accommodate a transition of larger lot sizes from The Glades to the existing Special Residential sized lots on the opposite side of Abernethy Road. The lots will also accommodate a transition from the larger lots fronting Abernethy Road in The Glades to the east to the traditional sized lots fronting Abernethy Road in Byford West, to the west. The proposed re-coding is consistent with agreements reached previously between LWP and the Shire's technical officers as an offset for additional road widening and drainage from Abernethy Road within The Glades.

This modification will accommodate the lot sizes proposed under Subdivision Application WAPC

Ref. 152171.

3. Eastern street cell adjacent to Abernethy Road between Briggs Road and Thatcher Road

This modification increases the density code from RIO to R12.5. This will accommodate similar lot sizes with those to the west due to a part closure of Abernethy Road back to a 30m width. Consequently, the depth of lots will be shallower, with it being more feasible to create slightly smaller lot sizes, consistent with the R12.5 density code. This modification is consistent with the proposed lot sizes under Subdivision Application WAPC Ref. 152171.


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.../4

Icaria Precinct

The modifications to the LSP within the Icaria Precinct generally reflect those undertaken as part of Subdivision Applications WAPC Ref. 148604 and 150178, including associated revisions, all of which have been approved by the WAPC. Essentially, the modifications to the LSP will bring it up to date with the approved Plans of Subdivision.

The exception to the above includes the central proposed R60 area north of the south central park. This area is proposed to be modified from R40 to R60 to accommodate a change in lot typology from 7.5m x 30m laneway lots to 6m x 25m laneway lots which will accommodate two storey built form and add an additional lot and housing typology currently not evident within The Glades. Given this site's location adjacent to the Park and future Neighbourhood Node, it is suitably located for a smaller lot type and higher density. Following adoption of the modified LSP approval can be sought for a revised Plan of Subdivision.

Cardup Brook Precinct

This modification proposes changes to the subdivision and land use layout for this precinct. A substantial design review was undertaken by The Glades project team incorporating inputs from the following disciplines:

• town planning; • urban design; • engineering; • hydrology; and • marketing.

The design review was instructed by LWP as the Cardup Brook Precinct will form the next area of subdivision following completion of the Icaria Precinct (north of Orton Road) over the next two years. It was also considered necessary to undertake the review as the current design is several years old and market trends have changed with lot product type and mix requiring attention.

Residential density codings are modified with the most substantial difference being a base R25 density code.

General description of modifications undertaken to the LSP, include:

• revised road layout; • re-distribution of residential densities; • refinement of POS design; • rationalisation of mixed use areas; • identification of a new mixed use site; and • reduction in neighbourhood node sites.

Redesign Rationale

There are a number of fundamental design principles which guide the revised design of the precinct, as summarised below. Importantly, the main principles in which the currently adopted LSP are based are maintained, including protection of the Brook whilst promoting the foreshore's use by future residents.

The modified layout depicts an urban environment focussed on promoting liveability and walkability through a network of streets and paths, providing only a short walk for residents to open space amenity. The road layout provides a strong grid arrangement based on key north to south links connecting residents to Orton Road and the Brook foreshore area.


OCM088.1/05/16

Macro Level Principles (refer Figure S which explores the principle design options)

• Optimise exposure to the Brook (the precinct's most prominent natural asset). • Precinct integration with the Brook, whilst integrating the precinct into the broader estate

context, including the Village Centre. • Optimise north-south connectivity to the Brook. • Create strong physical and visual connections from the north-south distributor roads north of

Orton Road to the Brook (i.e. Kokoda Boulevard, Doley Road, Lawrence Way and Warrington Road).

• Create exclusivity within the precinct, by way of creating distinct sub-precincts. • Create green links within the precinct, which will form edges to sub-precincts. • Optimise connectivity and integration between features within the precinct. • Provide well distributed, useable open spaces throughout the precinct.

Planning Considerations

• Protect the Brook as a Resource Enhancement Wetland (REW) through a 30m buffer. • Provide 60m wide Water Corporation service corridor along western boundary, adjacent

(future) Tonkin Highway. • Portion of existing Orton Road (west of Doley) to be closed due to realignment. • New alignment for Orton Road (30m in width expanding out to Tonkin Highway) to be created

from Doley Road, reflecting Metropolitan Region Scheme Primary Regional Road reserve. • Portion of existing unused north-south road reserve (west of Doley extension) to be closed. • Existing 20m Orton Road, between Doley Road and Warrington Road, to be widened to 30m

(5m each side). • 30m Orton Road to be extended from Warrington Road through to Soldiers Road (15m each

side of existing common lot boundary to be ceded). • A submission has been lodged by our Office with the Department of Planning during its

advertising of the South Metropolitan and Peel Sub-regional Planning Framework, which is of relevance to this modification proposal.


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../6

CONNECTING THE FEATURES

Figure 2 - Design Principles - Option Exploration


OCM088.1/05/16

Open Space / Drainage (refer POS Rationale Plan attached):

A. Optimising the Brook 'experience' for residents and visitors by:

• Optimising road interface along the Brook which will improve access opportunities and visual exposure.

• Locating POS areas within close proximity to the entries / extensions of the 4 (northern) distributor roads (i.e. Kokoda Boulevard, Doley Road, Lawrence Way and Warrington Road); creating high amenity entry statements, whilst drawing the Brook 'experience' further into the precinct.

• Orienting roads north-south to the Brook foreshore, accommodating easy access to the Brook.

B. Following Water Sensitive Urban Design (WCUD) best practice principles and for land efficiencies, drainage basins have been incorporated into the open space network as applied throughout The Glades (refer to UWMP attached).

C. A description of key POS areas include:

• POS at the termination of Kokoda Boulevard (extension) provides the following benefits:

Terminates the entry road at open space, promptly announcing the Brook and creating a sense of place; whilst compelling drivers to contemplate the amenity provided by the POS, consequently slowing traffic. Provides a high level of surveillance surrounding the POS, with lots orientating towards it. Outside of the (inclusive) 1:1 and l:100yr drainage area, providing an area of approximately 43m x 83m (3,800m2) of usable space. Wide 25m entry road accommodating long views from Kokoda Boulevard towards the Brook.

• Major useable open space area at Doley Road entrance providing the following benefits:

A generously sized (1.3ha), high amenity, active 'central park' providing a 'book end' to the southern extent of the estate with the northern 'book end' being the Village Centre. A grand entrance statement, announcing the precinct and creating a 'heart' to the development. 'Organic' tear-drop shape creating an attractive 'dress-circle' streetscape to both sides. Possible boulevard entry road, along eastern edge of the POS, through to the Brook, enhancing the streetscape. No drainage, accommodating 100% useable / active recreation area. High levels of surveillance surrounding the POS, with lots orientating towards it, together with roads bordering on all sides.

- Wide entry road (pinching at 32m) accommodating long views down Doley Road, across the POS and towards the Brook. Sweeping curves around the POS providing an interesting experience and creating a sense of place. Opportunity for a potential 'bridge' to be provided between the POS and foreshore, adding further visual amenity.

• Major open space area at the termination of Lawrence Way and Warrington Road extensions providing the following benefits:

- A generously sized (2.0ha) park with a predominantly passive recreation function.


OCM088.1/05/16

Protecting the majority of the precinct's significant trees (outside of the foreshore buffer).

Terminates both Lawrence Way (extension) and Warrington Road (extension) at the park, promptly announcing the Brook experience and creating an appropriate and pleasant sense of place; whilst compelling drivers to contemplate the amenity provided by the POS, consequently slowing traffic.

Road interface along the foreshore provides a large sweeping curve which frames the park, whilst optimising exposure to the park / foreshore / Brook, creating a sense of place.

Locating drainage to the west of the POS optimises tree retention to the east, whilst protecting the natural landform adjacent to the Brook. Protects a large significant tree within a median island creating a sense of place and traffic calming device.

• A network of local pocket parks have been provided throughout the sub-precincts,

providing the following benefits:

Amenity to local area, creating a sense of place and ownership. Pedestrian connectivity within 200m / less than 5 minute.

- Passive surveillance from adjacent direct frontage lots. Opportunity for medium density to adjacent lots.

- Visual amenity to main access roads from Orton Road.

- View lines down connecting streets.

D. Drainage swales incorporated within Orton Road median, with outfall into the Brook within Warrington Road (extension) median.

E. In addition to the amenity provided by the Brook, primary north-south landscaped streets and open spaces, incorporating strong secondary green links within the LSP structure have been carefully considered. These will improve legibility and local amenity and will incorporate existing vegetation protection, where possible.

F. A fundamental element of the LSP is the provision of a strong east-west green link through the development, running parallel to and supplementing the east-west green connections of the Brook and Orton Road (Boulevard). This green connection links open spaces and pocket parks, whilst providing a quieter local pedestrian experience.

Lot Layout / Built Form:

G. 'Large Traditional' Lots (18+m x 30-35m) provided along western and eastern boundaries providing land use transition into the precinct.

H. 'Large Traditional' Lots backing onto service corridor to minimise future impact on resident

amenity.

I. Maximising north-south street blocks and east-west lots to optimise passive solar orientation,

whilst creating efficient street block design and improved physical and visual connectivity to

the Brook.

J. Lots directly abutting the Brook foreshore area in two locations. These locations will assist in 'breaking up' the road pavement along the Brook's edge, providing interest to the Brook interface, whilst contributing to the diversity of lot product within the precinct. Crime Prevention Through Environmental Design (CPTED) principles have been carefully considered in the design of these lots, by limiting the length, whilst ensuring lateral roads provide adequate passive surveillance of the foreshore interface.


OCM088.1/05/16

,../9

Diversity of lot product throughout precinct, providing lot / housing choice and greater

affordability (first, second and third homebuyers). A variety of grouped housing sites have also

been included throughout the precinct, supplementing housing diversity / choice.

Medium density has been located generally adjacent to key amenity.

Mixed Use Site

M. A Mixed Use site has been identified within the south-east corner of the Brook foreshore area.

An existing outbuilding (potentially retained), surrounded by (useable) flat topography,

provides the potential opportunity for a community based precinct in the future. Nestled

amongst the Brook foreshore and surrounding large existing trees, with good access and

surveillance, this site has the potential to become a long-term asset to the broader

community.

Movement (refer Movement Rationale Plan attached):

N. Four north-south distributor roads, north of Orton Road (i.e. Kokoda Boulevard, Doley Road, Lawrence Way & Warrington Road), extended through to the Brook, providing strong physical and visual connections to the Brook, to be supported by landscaping.

0. Secondary north-south boulevard connection provided between Warrington Road and

Soldiers Road, linking Orton Road with Cardup Brook providing:

Improved local traffic movement within the eastern precinct.

25m wide landscaped street.

Potential tree retention within median at southern end (subject to detailed design).

Direct connectivity to the Brook (framed by potential future community building).

Improved exposure / surveillance of eastern pocket park.

Support for retention of existing linear grove of trees north of Orton Road.

Important vista south towards the Brook of a large existing pine tree (subject to

retention).

30m Cross-Section for Orton Road as included within the adopted LSP is depicted in Figure 3.

Figure 3 - Indicative Orton Road Cross Section


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.../io

Q. As an Integrator B, roundabouts are proposed at all 6 full intersections along Orton Road, being Kokoda Boulevard, Doley Road, Lawrence Way, Warrington Road, between Warrington Road and Soldiers Road and Soldiers Road.

R. Typically, direct access is not preferred by Liveable Neighbourhoods on streets where vehicles per day (VPDs) exceed 5,000. Traffic volumes modelled by Riley Consulting (refer Figure 4) suggest the area west of Warrington Road exceeds 5,000 VPDs.

Figure 4 - Orton Road Predicted Traffic Volumes

Lots fronting Orton Road west of Lawrence Way will either be accessed from the rear via a laneway or from the front via a service road.

For the lots east of Lawrence Way, considering a median is proposed for Orton Road, the suggested 8,100 VPDs between Lawrence Way and Warrington Road would logically be split between the northern and southern carriageways, resulting in (approx) 4,050 VPDs adjacent to the precinct. Therefore, lots can directly access Orton Road in this location.

S. Left in / left outs have been provided to all local access streets onto Orton Road.

T. Left outs (only) have been provided from laneways onto Orton Road, with laneway connections to Orton Road minimised east of Doley Road due to higher traffic volumes.

U. Road and laneway design consistent with the recommendations of Liveable Neighbourhoods, including:

• Suitable passive surveillance into, along and through laneways.

• Maximum laneway length is 140m without a mid-lane link.

• Road reserve widths as follows:

30m Orton Road (integrator B) 20m Lawrence Way and north-south connector between Warrington Road and Soldiers Road (neighbourhood connectors with small medians) 25m Kokoda Boulevard and Warrington (neighbourhood connectors with medians conveying drainage) 32m+ (varies) Doley Road entrance 20m Doley Road (neighbourhood connector with small median, adjacent to POS) 20m green / landscaped streets 15m local access streets 13m local access streets (adjacent to POS) 6m Laneways


OCM088.1/05/16

. . / I I

DRAINAGE

An Urban Water Management Plan (UWMP) has been prepared by JDA for the Cardup Brook Precinct

based on the modified layout (refer attached). The modified LSP will accommodate a UWMP which

will address the current principles of the adopted Local Water Management Strategy.

CONCLUSION

We trust the information included within this request for various modifications to the approved The

Glades Local Structure Plan is satisfactory. As agreed, we look forward to the proposal progressing

straight to advertising for public comment. We respectfully request the Shire's support and the

WAPC's adoption in accordance with the new Planning Regulations.

Should you require any further information or clarification, please do not hesitate to contact the

undersigned or Samantha Thompson from our Office.

Yours faithfully

TAYLOR BURRELL BARNETT

LUKE MONTGOMERY

ASSOCIATE

CC: Phil Cuttone / Kelli Howell LWP Property Group Jasmine Tothill Department of Planning


OCM088.1/05/16

GLADES STRUCTURE PLAN AREA

RESIDENTIAL R10

RESIDENTIAL R12 5

J RESIDENTIAL R16

RESIDENTIAL R20

RESIDENTIAL R25

RESIDENTIAL R30

RESIDENTIAL R40

RESIDENTIAL R50

RESIDENTIAL R60

CENTRES

VILLAGE CENTRE (RESIDENTIAL RBO)

NEIGHBOURHOOD NODE (RESIDENTIAL RBO)

MIXED-USE (RESIDENTIAL R80J

OPEN SPACE

PUBLIC OPEN SPACE AND DRAINAGE

FORESHORE RESERVE

DRAINAGE CHANNELS SUBJECT TO DETAILED DESIGN

30m FORESHORE BUFFER

OTHER

e o o e © o ©

COMMUNITY

SCHOOLS

40Om (5 MINUTE WALK) AND 600m (10 MINUTE WALK}

WALKABLE CATCHMENTS

AREA SUBJECT TO VILLAGE CENTRE LOCAL PLANNING POLICY

ABERNETHY ROAD TO BE WIDENED TO A 30m RESERVATION

AS REQUIRED BY THE SHIRE OF SERPENTINE JARRAHDALE

ACCESS ARRANGEMENTS TO ABERNETHY ROAD TO BE

DETERMINED AT THE TIME OF SUBDIVISION

INTEGRATOR B ROADS (30m + ROAD RESERVATION)

NEIGHBOURHOOD CONNECTOR ROADS

(18m-30m ROAD RESERVATION)

PROPOSED LAKE

SEWER PUMP STATION

WATER CORPORATION SERVICE CORRIDOR (60m WIDE) - INDICATIVE

LOTS TO BE THE SUBJECT OF A DETAILED AREA PLAN

ADDRESSING, AMONGST OTHER ITEMS, FIRE MANAGEMENT

1. THE SUBDIVISION AND DEVELOPMENT OF LAND WITHIN THE STRUCTURE PLAN AREA IS TO GENERALLY BE IN ACCORDANCE WITH THE STRUCTURE PLAN. MATTERS OF DETAILED DESIGN (I.e. PROVISION OF REAR LANES. PUBLIC OPEN SPACE RATIONALISATION, LOCAL ROAD REALIGNMENTS AND DETAILED INTERSECTION DESIGN) CAN BE CONSIDERED AND REFiNED AT THE SUBDIVISION STAGE. SIGNIFICANT VARIATIONS IN DESIGN OR LAND USE WILL REQUIRE AMENDMENTS TO THE STRUCTURE PLAN. IN ACCORDANCE WITH THE PROVISIONS OF CLAUSE 5.18 OF THE SCHEME.

2. THE PROVISION OF REAR LANEWAYS HAS NOT BEEN IDENTIFIED ON THE STRUCTURE PLAN. REAR LANEWAYS WILL BE INCORPORATED WHERE APPROPRIATE AS PART OF DETAILED SUBDIVISION OESIGN.

OCMDATE

24 10.11

26.02.12

11.06.12

26.11.12

10.12.12

25 02.13

DESCRIPTION

DENSITY INCREASE (EAST OF VILLAGE CENTRE) DENSITY INCREASE (WEST OF WARRINGTON ROAD) DENSITY AND ROAD LAYOUT CHANGES (WEST OF DOLEY ROAD) REMOVAL OF ROAD ACROSS MUC (WEST OF DOLEY ROAD) DENSITY INCREASE (SOUTH OF RENAUD WAY) DENSITY INCREASE (WEST OF DOLEY ROAD)

The Glades - Local Structure Plan - Figure l LWP PROPERTY GROUP PTY LTD


OCM088.1/05/16

riTJ GLADES STRUCTURE PLAN AREA

RESIDENTIAL

RESIDENTIAL RIO

RESIDENTIAL R12.5

RESIDENTIAL R15

RESIDENTIAL R20

RfSIDFNTIAl R20-R30

RESIDENTIAL R25

RESIDENTIAL R30

RESIDENTIAL RAO

RESIDENTIAL R50

RESIDENTIAL R60

CENTRES

VILLAGE CENTRE (RESIDENTIAL RBO)

NEIGHBOURHOOD NODE (RESIDENTIAL R80)

MIXf-D USf (RESIDENTIAL. R80J

OPFN SPACE

PUBLIC OPEN SPACE AND DRAINAGE

FORESHORE RESERVE

DRAINAGE CHANNELS SUBJECT TO DETAILED DESIGN

30m FORESHORE BUFFER

OTHER

COMMUNITY

SCHOOLS

400m (5 MINUTE WALK) AND 800m (10 MINUTE WALK)

WALKABLE CATCHMENTS








(18m-30m ROAD RESERVATION)

PROPOSED LAKE

SEWER PUMP STATION


LOTS TO BE THE SUBJECT OF A DETAILED AREA PLAN ADDRESSING, AMONGST OTHER ITEMS, FIRE MANAGEMENT

THE SUBDIVISION AND DEVELOPMENT OF LAND WITHIN THE STRUCTURE PLAN AREA IS TO GENERALLY BE IN ACCORDANCE WITH THE STRUCTURE PLAN MATTERS OF DETAILED DESIGN (I.e. PROVISION OF REAR LANES, PUBLIC OPEN SPACE RATIONALISATION, LOCAL ROAD REALIGNMENTS AND DETAILED INTERSECTION DESIGN) CAN BE CONSIDERED AND REFINED AT THE SUBDIVISION STAGE SIGNIFICANT VARIATIONS IN DESIGN OR LAND USE WILL REQUIRE AMENDMENTS TO THE STRUCTURE PLAN, IN ACCORDANCE WITH THE PROVISIONS OF CLAUSE 5 18 OF THE SCHEME.

2. THE PROVISION OF REAR LANEWAYS HAS NOT BEEN IDENTIFIED ON THE STRUCTURE PLAN. REAR LANEWAYS WILL BE INCORPORATED WHERE APPROPRIATE AS PART OF DETAILED SUBDIVISION DESIGN

m EXISTING TREES TO BE RETAINED WITHIN ROAD RESERVATIONS WHERE POSSIBLE, FOLLOWING DETAILED DESIGN PROCESS

AMENDMENT NO. OCM DATE

24.10,11

28.02.12

11.06.12

26.11.12

10.12.12

25.02.13

09.12.13

DENSITY INCREASE (EAST OF VILLAGE CENTRE) DENSITY INCREASE (WEST OF WARRINGTON ROAD) DENSITY AND ROAD LAYOUT CHANGES (WEST OF DOLEY ROAD) REMOVAL OF ROAD ACROSS MUC (WEST OF DOLEY ROAD) DENSITY INCREASE (SOUTH OF RENAUD WAY) DENSITY INCREASE (WEST OF DOLEY ROAD)

ICARIA PRECINCT MODIFIED

VARIOUS

The Glades - Local Structure Plan - Figure 1 LWP BYFORD SYNDICATE PTY LTD


OCM088.1/05/16

riTi GLADES STRUCTURE PLAN AREA

RESIDENTIAL

] RESIDENTIAL R10

J RESIDENTIAL R12 5

J RESIDENTIAL R15

RESIDENTIAL R20

I RESIDENTIAL R20 - R30

I RESIDENTIAL R25

| RESIDENTIAL R30

| RESIDENTIAL R40

| RESIDENTIAL R50

I RESIDENTIAL R60

CENTRES

VILLAGE CENTRE (RESIDENTIAL R60)

NEIGHBOURHOOD NODE (RESIDENTIAL RBO)

J MIXED-USE (RESIDENTIAL RBO)

OPEN SPACE

_] PUBLIC OPEN SPACE AND DRAINAGE

| FORESHORE RESERVE

V - DRAINAGE CHANNELS SUBJECT TO DETAILED DESIGN

' - - 7 30m FORESHORE BUFFER

OTHER

| COMMUNITY

] SCHOOLS

( 400m (5 MINUTE WALK) AND 800m (10 MINUTE WALK) WALKABLE CATCHMENTS

© © © o © o © o








(1Bm-30m ROAD RESERVATION)

PROPOSED LAKE

SEWER PUMP STATION


LOTS TO BE THE SUBJECT OF A DETAILED AREA PLAN

ADDRESSING. AMONGST OTHER ITEMS, FIRE MANAGEMENT

NOTE 1. THE SUBDIVISION AND DEVELOPMENT OF LAND WITHIN THE STRUCTURE PLAN AREA IS TO GENERALLY BE IN ACCORDANCE WITH l i l t STRUCTURE PLAN MATTERS OF DETAILED DESIGN (i.e. PROVISION OF REAR LANES, PUBLIC OPEN SPACE RATIONALISATION. LOCAL ROAD REALIGNMENTS AND DETAILED INTERSECTION DESIGN) CAN BE CONSIDERED AND REFINED ATTHE SUBDIVISION STAGE SIGNIFICANT VARIATIONS IN DESIGN OR LAND USE WILL REQUIRE AMENDMENTS TO THE STRUCTURE PLAN. IN ACCORDANCE WITH THE PROVISIONS OF CLAUSE 5 18 OF THE SCHEME.

2. THE PROVISION OF REAR LANEWAYS HAS NOT BEEN IDENTIFIED ON THE STRUCTURE PLAN. REAR LANEWAYS WILL BE INCORPORATED WHERE APPROPRIATE AS PART OF DETAILED SUBDIVISION DESIGN.

EXISTING TREES TO BE RETAINED WITHIN ROAD RESERVATIONS WHERE POSSIBLE. FOLLOWING DETAILED DESIGN PROCESS

AMENDMENT NO OCM DATE

24.10.11

26.02.12

11.06.12

26.11.12

10 1? 1?

25.02.13

09.12.13

DESCRIPTION

DENSITY INCREASE (EAST OF VILLAGE CENTRE) DENSITY INCREASE (WEST OF WARRINGTON ROAD) DENSITY AND ROAD LAYOUT CHANGES (WEST OF DOLEY ROAD) REMOVAL OF ROAD ACROSS MUC (WEST OF DOI FY ROAD) DENSITY INCREASE (SOUTH OF RENAUD WAY) DENSITY INCREASE (WEST OF DOLEY ROAD)

ICARIA PRECINCT MODIFIED

VARIOUS

PROPOSED MODIFICATIONS

The Glades - Local Structure Plan - Figure l (Modifications Plan) LWP PROPERTY GROUP PTY LTD


OCM088.1/05/16

STRUCTURE PLAN AMENDMENT BOUNDARY

PUBLIC OPEN SPACE 8. DRAINAGE AREAS

m ^ RESOURCE ENHANCEMENT WETLAND (REW) 8. ASSOCIATED 30m BUFFER

0 LOCAL POCKET PARKS

( GREEN LINK CONNECTING ORTON ROAD WITH BROOK

^ - M EAST - WEST GREEN LINK, CONNECTING LOCAL POCKET PARKS AND PROVIDING AN INFORMAL 'PEDESTRIAN CIRCUIT WITH LINKS ALONG THE BROOK

T GREEN BOULEVARDS EXTENDING EXISTING ROAD CONNECTIONS (NORTH OF ORTON ROAD) THROUGH TO BROOK

ORTON ROAD DRAINAGE SWALE - OUTFLOW TO BROOK AT WARRINGTON ROAD & POTENTIALLY AT KOKODA BOULEVARD

200m WALKABLE CATCHMENT TO BROOK

200m WALKABLE CATCHMENT TO ACTIVE PUBLIC OPEN SPACE / LOCAL POCKET PARK

POS RATIONALE PLAN Cardup Brook Precinct - The Glades An LWP Byford Syndicate Pty Ltd Project

O WATER CORPORATION SERVICE CORRIDOR (60m WIDE).

Q ACTIVE PUBLIC OPEN SPACE TERMINATING ENTRY ROAD (KOKODA BOULEVARD EXTENSION).

© PASSIVE OPEN SPACE ADJACENT TO THE REW BUFFER.

© NORTH-SOUTH GREEN LINK ALIGNED WITH EXISTING GREEN CONNECTION NORTH OF ORTON ROAD.

© CENTRAL ACTIVE PUBLIC OPEN SPACE TERMINATING ENTRY ROAD (DOLEY ROAD EXTENSION). PROVIDING A STRONG CENTRAL FOCUS TO THE CARDUP PRECINCT.

Q DOLEY ROAD UPGRADED TO GREEN BOULEVARD (BACK TO TOWN CENTRE). ULTIMATE DOLEY ROAD 'BOOK ENDED' BY TOWN CENTRE (TO NORTH) & ACTIVE CENTRAL PARK (TO SOUTH).

O NATURAL PASSIVE PUBLIC OPEN SPACE TERMINATING WARRINGTON ROAD AND LAWRENCE WAY, ACCOMODATING SIGNIFICANT TREE RETENTION.

© POTENTIAL COMMERCIAL PRESENCE (TO BE CONSIDERED) STRADDLED BY PASSIVE PUBLIC OPEN SPACE.

© GREEN BOULEVARD PROVIDING PHYSICAL & VISUAL CONNECTION BETWEEN EXISTING TREES (NORTH OF ORTON ROAD) THROUGH TO EXISTING SIGNIFICANT TREES ADJACENT TO BROOK.

PfflH s: 1:7500@A3

d: 21 Sept 2015 p: 06/014/187B

TainBunvll BammTown Planning and Design 167 Roberts Road Subiaco Western Australia 6008

p: (08| 9382 2911 f: (08) 9382 4586 e: [email protected]

SJS TRIM - IN15/25105 (.;••', V . ] -r-.n

OCM088.1/05/16

m • • » •

STRUCTURE PLAN AMENDMENT BOUNDARY

PRIMARY ROAD CONNECTIONS TO/FROM SITE, EXTENDING EXISTING NORTHERN ROADS (VIA ROUNDABOUTS) AND LINKING ORTON ROAD WITH THE BROOK

SECONDARY ROAD CONNECTIONS TO/FROM SITE

NORTH-SOUTH LOCAL ACCESS STREETS OPTIMISING CONNECTION TO BROOK AND PASSIVE SOLAR LOT ORIENTATION

• • STRONG EAST-WEST CONNECTION, LINKING PUBLIC OPEN SPACE AND FACILITATING 'PEDESTRIAN CIRCUIT'

> - 'PEDESTRIAN CIRCUIT' PROVIDING SAFE, HIGH QUALITY, LEGIBLE PEDESTRIAN MOVEMENT THROUGHOUT THE PRECINCT

POTENTIAL BROOK PEDESTRIAN CROSSING POINTS (TO BE CONSIDERED)

MEANDERING BROOK-SIDE ROAD PROVIDING A STRONG EAST-WEST CONNECTION THROUGH SITE, WHILST CREATING A HIGH QUALITY EXPERIENCE

O FUTURE TONKIN HIGHWAY (PRIMARY DISTRIBUTOR).

0 EXISTING ORTON ROAD (WEST OF DOLEY ROAD) TO BE RE-ALIGNED TO LINK UP WITH FUTURE TONKIN HIGHWAY.

O FUTURE ORTON ROAD CONNECTION.

0 ENTIRE LENGTH OF FUTURE ORTON ROAD (ADJACENT TO PRECINCT) TO BE UPGRADED TO GREEN BOULEVARD.

0 DOLEY ROAD UPGRADE TO VILLAGE CENTRE.

MOVEMENT RATIONALE PLAN Cardup Brook Precinct - The Glades An LWP Byford Syndicate Pty Ltd Project


s: 1;7500@A3 d : 21 Sept 201S p: 06/014/189B

TanlarBamllBamettTown Planning and Design 187 Roberts Rood Subioco Western Australia 6008

p: (08) 9382 2911 f: (08) 9382 4586 e: [email protected]

• <l:t r in: n I- •

ft f.pitnnlrf.c It i

OCM088.1/05/16

LWP Property Group

The Glades at Byford: Cardup Brook West Precinct

Urban Water Management Plan

DRAFT REPORT

September, 2015


OCM088.1/05/16

The Glades at Byford

JDA C a r d u P Brook West - UWMP

DISCLAIMER

This document is published in accordance with and subject to an agreement between JDA Consultant Hydrologists ("JDA") and the client for whom it has been prepared ("Client"), and is restricted to those

issues that have been raised by the Client in its engagement of JDA. It has been prepared using the skill and care ordinarily exercised by Consultant Hydrologists in the preparation of such documents.

Any person or organisation that relies on or uses the document for purposes or reasons other than those agreed by JDA and the Client without first obtaining a prior written consent of JDA, does so entirely

at their own risk and JDA denies all liability in tort, contract or otherwise for any loss, damage or injury of any kind whatsoever (whether in negligence or otherwise) that may be suffered as a consequence

of relying on this document for any purpose other than that agreed with the Client.

JDA does not take responsibility for checking landscape and engineering plans attached to this report for accuracy or consistency with this report.

This Report is based on the current edition of Australian Rainfall & Runoff - A Guide to Flood Estimation (Engineers Australia, 1987). Engineers Australia are currently revising this Document with a plan

released date of December 2015. The new version of Australian Rainfall & Runoff may include different design methods and data for flood estimation in Australia including rainfall intensity, rainfall temporal

patterns, rainfall runoff coefficients as well as a guideline for taking into account the effect of climate change on design rainfall and hence design floods depending on projected design life of land development.

The revised version of Australian Rainfall & Runoff may include information which may require this Report to be revised. '

QUALITY ASSURANCE

JDA provides quality assurance through all aspects of the company operation and is endorsed to AS/NZS ISO 9001:2008 Quality Assurance Accreditation, with third party

certification to Bureau Veritas Quality International.

ISO 30et

BUREAU VERITAS

Document Version No. Issue Date

J5815a (Draft) 21 September 2015

Name Signature Date

Author Chiquita Burges

Checked by Scott Wills 1A\<\ if Approved by Jim Davies

Q . ^ * ^ ~^v js - r —F—H

—

JS815a 21 September 2015


OCM088.1/05/16

JDA


Cardup Brook West - UWMP

CONTENTS 1 EXECUTIVE SUMMARY 1

2 PROPOSED SUBDIVISION 3

3 PLANNING APPROVALS 4

3.1 STATUTORY FRAMEWORK 4

3.2 LOCAL STRUCTURE PLAN 4

3.3 SUBDIVISION APPROVAL 4

4 EXISTING SITE CHARACTERISTICS 5

4.1 CLIMATE 5

4.2 TOPOGRAPHY AND SOILS 5

4.3 ACID SULPHATE SOILS 6

4.4 WETLANDS 6

4.5 SURFACE HYDROLOGY 6

4.5.1 District Flood Routes 6

4.5.2 Surface Water Quality 7

4.6 GROUNDWATER HYDROLOGY 7

4.6.1 Groundwater levels 7

4.6.2 Groundwater Quality 7

5 STORMWATER MANAGEMENT 9

5.1 DRAINAGE CONNECTION 9

5.2 DRAINAGE DISCHARGE CRITERIA 9

5.3 CATCHMENT RUNOFF PARAMETERS 9

5.4 MINOR DRAINAGE SYSTEM 11

5.5 MAJOR DRAINAGE SYSTEM 11

5.6 LOT FINISHED LEVELS 16

5.7 WATER QUALITY MANAGEMENT 16

5.7.1 Non- Structural Controls 16

5.7.2 Structural Controls 16

6 GROUNDWATER MANAGEMENT 17

6.1 GROUNDWATER LEVELS AND MANAGEMENT 17

6.2 LOT FINISHED LEVELS 17

6.3 GROUNDWATER QUALITY MANAGEMENT 17

7 WATER EFFICIENCY MEASURES 17

7.1 PUBLIC OPEN SPACE 17

7.2 RESIDENTIAL LOTS 17

8 UWMP IMPLEMENTATION PLAN 18

8.1 CONSTRUCTION MANAGEMENT 18

8.1.1 Staging 18

8.1.2 Dewatering 18

8.1.3 Acid Sulphate Soils 18

8.1.4 Sediment Control 18

8.2 MAINTENANCE 18

8.3 MONITORING 18

8.4 RESPONSIBILITIES AND FUNDING 20

9 REFERENCES 21

]5815a


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j D A Cardup Brook West - UWMP

LIST OF TABLES

Table 1: Summary of the Development Design and Compliance to Criteria

Table 2: Summary of Responsibilities and Funding

Table 3: Land Use Areas

Table 4: Surface Water Quality Results for Cardup Brook

Table 5: Details of JDA LWMS Monitoring Bores

Table 6: Average Groundwater Quality Values for Bores Near the Study Area

Table 7: Revised Allowable Post-Development Peak Discharge Rates for Study Area

Table 8: Study Area Runoff Coefficients and Catchment Areas

Table 9: Maintenance Schedule for Drainage Infrastructure

Table 10: Roles and Responsibilities for Implementation of UWMP

)5815a

LIST OF FIGURES

1. Location and Land Use

2. Topography and Soils

3. ASS, Wetlands and District Flood Routes

4. Monitoring Locations and AAMGL

5. Drainage Catchments and Land Use

6. Stormwater Management Event Plans

7. Catchment 9C Stormwater Storage Areas

8. Catchment 9D Stormwater Storage Areas

9. Orton Rd West Catchment (Swale Detail)

10. Bio-filtration Structure Detail (DoW, 2011)

APPENDICES

A. Geotechnical Report (Structerre, 2015) - included on CD

B. XP-SWMM Modelling Assumptions

C. Summary of Lot Finished Level Clearance to Groundwater


21 September 2015

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JDA



1 EXECUTIVE SUMMARY

TABLE 1: SUMMARY OF THE DEVELOPMENT DESIGN AND COMPLIANCE TO CRITERIA

Key Guiding Principles Facilitate implementation of sustainable best practice in urban water management Encourage environmentally responsible development Provide integration with planning processes and clarity for agencies involved with implementation Facilitate adaptive management responses to the monitored outcomes of development To minimise public risk, including risk of injury or loss of life

To maintain the total water cycle Key UWMP Elements

DWMP Objective LWMS Criteria UWMP Design

Water Supply • The State Water Plan target for water use of and lOOkL/person/yr with no more than Conservation 60kL/person/yr of scheme water.

The State Water Plan target for water use of lOOkL/person/yr with no more than 60kL/person/yr of scheme water.

Sustainability contract with lot owners consistent with the strategy described in the Glades LWMS which includes LWP Property Group providing a water wise front landscaping package to each home with landscape design by a certified water wise landscaper. LWP Property Group will contribute 50% of the cost of a rainwater tank for each lot. Irrigation supply from one artesian bore located in close vicinity to the Study Area. Native plants will constitute a minimum of 50% of landscape and streetscape treatment.

Stormwater • All lyr lhr ARI event runoff treated prior to Management discharge.

• Post-development lyr lhr ARI peak flow and volume and the lOOyr ARI peak flow shall be consistent with pre-development peak flow at the discharge point of each sub-catchment and discharge points of all subdivisions into waterways.

All lyr lhr ARI event runoff treated prior to discharge. Post-development lyr lhr ARI peak flow and volume and the lOOyr ARI peak flow shall be consistent with pre-development peak flow at the discharge point of each sub-catchment and discharge points of all subdivisions into waterways.

Drainage design adopts a peak outflow rate to Cardup Brook consistent with pre-development flow rates for the 5yr and lOOyr Average Recurrence Intervals (ARI's). Detention storage for rainfall events greater than the 5yr ARI for Catchments 9C and 9D will be integrated into the POS and Cardup Brook Wetland Buffer consistent with the Byford by the Brook Foreshore Management Plan (ATA Environmental, 2008). The stormwater pipe system is sized to convey storm events up to the 5yr ARI and discharges to the vegetated treatment areas. Flows greater than the Syr ARI are conveyed via overland flow within the road network and discharge directly into the detention areas. Orton Road West designed to runoff into a central median swale (vegetated treatment swale) via overland flow. The roadside swale will be a v-drain, 0.5 m deep with 1:6 (v:h) side slopes, approximately 6m wide in total. The swale is designed to convey the lOOyr ARI from the road and upstream catchments. The swale is designed to overflow onto the road in a lOOyr ARI event, however the inundation is relatively minor (maximum 0.20m depth over less than half the carriageways). Runoff from Orton Rd West discharges to Cardup Brook via a 01200mm pipe.

Groundwater • Protection of infrastructure and assets from Management flooding and inundation by high seasonal

groundwater levels, perching and/or soil moisture.

• Managing and minimising changes in groundwater levels and groundwater quality following development.

Protection of infrastructure and assets from flooding and inundation by high seasonal groundwater levels, perching and/or soil moisture. Managing and minimising changes in groundwater levels and groundwater quality following development.

Lots filled and subsoil pipes laid at or above design groundwater level within the road network. A subsoil drainage system will be laid separate to the stormwater pipe system. The subsoil pipe system will be consistent with Shire's standard specifications. The subsoil system will discharge to the lyr lhr ARI vegetated treatment areas to allow water treatment to occur prior to discharge to Cardup Brook.

15815a 21 September 2015


OCM088.1/05/16



JDA

TABLE 1 Continued Key UWMP Elements

DWMP Objective LWMS Criteria UWMP Design

Water Quality • To develop site specific targets for the area. In the interim when compared to a development that does not actively manage water quality a 60% reduction in Total Phosphorus and 45% reduction in Total Nitrogen should be achieved.

• To develop site specific targets for the area. In the interim when compared to a development that does not actively manage water quality a 60% reduction in Total Phosphorus and 45% reduction in Total Nitrogen should be achieved.

• To minimise and manage Total Phosphorus and Total Nitrogen inputs consistent with the targets of the Peel Harvey WSUD Local Planning Policy (2006).

• The stormwater drainage system includes a treatment train with a trash rack and a vegetated treatment area underlain with amended soils.

• A trash rack will be installed immediately downstream of the vegetated treatment area within the basin outlet.

Construction Management

• The drainage will be stored in the POS. If the area is not defined as POS in the current application, as a temporary measure, an easement will be created in favour of council over these areas. The easement will be extinguished on creation of the POS areas.

• Any temporary storage needed during construction will be built where the final storage area will be located. The temporary storage will be sized to contain the lOOyr ARI stormwater runoff from the connected area.

TABLE 2: SUMMARY OF RESPONSIBILITIES AND FUNDING

Responsibility and Funding Management Issue

Developer Shire of Serpentine

Jarrahdale

Construction of the planted storage.

Construction of detention storage.

Construction of irrigation system.

Construction of street drainage. •

Subsoil and drainage pipe network defects liability period including Gross Pollutant Traps • 12 months (period between a successful Practical Completion Inspection and a defects inspection with a written confirmation of City acceptance): • Ongoing (from notification of City acceptance):

•

Management of Stormwater Storage Landscaping • 2 years (period between a successful Practical Completion Inspection and a defects inspection with written confirmation of Shire acceptance): • Ongoing (from notification of Shire acceptance):

• •

Irrigation system management • 2 years (period between a successful Practical Completion Inspection and a successful handover meeting with written confirmation of Shire acceptance): • Ongoing (from notification of Shire acceptance):

•

Street Sweeping • Period up to the successful Practical Completion of civil works: • Ongoing (from notification of Shire acceptance):

• •

Post Development Monitoring • 4 weeks, or at least 3 storm events to be completed 2 years after Practical Completion date: • Ongoing (from notification of Shire acceptance):

•

Prepare and submit a water quality monitoring report for post-development monitoring. /

J5815a


21 September 2015 2

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j O A Cardup Brook West - UWMP

2 PROPOSED SUBDIVISION

The Glades at Byford Cardup Brook Precinct is divided into east and west development areas

(Figure 1). This UWMP dictates stormwater management in the western precinct. Stormwater

management in the eastern precinct is reported in JDA (2015).

Cardup Brook West Precinct (herein referred to as the Study Area) is a residential development

at the base of the Darling Scarp, located 3km south of the Byford Town Centre. The Study Area is

bound by Orton Road to the north, Cardup Brook to the South, Hopkinson Road to the west and

Doley Rd to the east (Figure 1).

The proposed land use is for a residential development consistent wi th the Revised Byford Main

Precinct Structure Plan (TBB, 2009). The Study Area includes 16.8 ha of residential lots, 10.3 ha of

road, 1.5 ha of Public Open Space (POS), as well as 3.0 ha of wetland buffer along the Cardup

Brook foreshore.

A summary of the land use areas is presented in Table 3 with the Cardup Brook West Precinct

Structure Plan (TBB, 2015) shown on Figure 1.

TABLE 3: LAND USE AREAS

Land Use Area (ha)

Lots (R20-R30) 13.1 Lots (R30-R40) 3.7 Road Reserve 10.3 Public Open Space 1.5 Wetland Buffer 3.0 Total Area 31.6

|5815a

SJS TRI

21 September 2015 3

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JDA



3 PLANNING APPROVALS 3.3 SUBDIVISION APPROVAL

3.1 STATUTORY FRAMEWORK The Glades at Byford, Cardup Brook West Precinct has not yet been assigned a Western Australian

Planning Commission (WAPC) subdivision number. Lodgement of the subdivision application is

scheduled for December 2015. The Glades at Byford is zoned urban under the Metropolitan Regional Scheme (WAPC, 2007).

The Glades at Byford development lies within the Byford District Structure Plan area. The Byford

District Structure Plan was prepared by the Shire of Serpentine-Jarrahdale in 2005. Following a

revision in 2006 the plan was adopted in February 2007 (SSJ, 2007).

A regional Byford Urban Stormwater Management Strategy (BUSMS) initiated by the Shire was

prepared for the Byford Structure Plan area by Parsons Brinkerhoff (PB, 2003). The BUSMS

Guidelines for Developers (PB, 2005) includes guidance on water reuse options, sizing stormwater

t reatment measures, water-quality related monitoring and vegetation treatments for

stormwater structures.

The Department of Water released the Drainage and Water Management Plan (DWMP) for the

Byford Townsite in September 2008 which includes revised hydraulic modelling of major water

courses (DoW, 2008). The DWMP indicates the Study Area is within sub catchments 8A, 8B, 9B

and 9C; and the waterway through the area is known as Cardup Brook.

This document complies with the DWMP.

3.2 LOCAL STRUCTURE PLAN

The Byford Main Precinct Local Structure Plan (LSP) was submitted to Shire of Serpentine-

Jarrahdale in Dec 2005 by Taylor Burrell and Burnett (TBB, 2005).

In support of the Byford Main Precinct LSP, a Local Water Management Strategy (LWMS) was

prepared by JDA (2005).

Due to delays in the planning process a revised LSP was lodged with the Shire for consideration

in July 2009 (TBB, 2009). In support of the LSP, The Glades at Byford Local Water Management

Strategy (LWMS) was prepared by JDA (2009b). The LWMS has been adopted by the Shire of

Serpentine-Jarrahdale, Department of Water and the WA Planning Commission.

This document is consistent wi th the LWMS (JDA, 2009b).

J5815a


21 September 2015 4

OCM088.1/05/16



4 EXISTING SITE CHARACTERISTICS

4.1 CLIMATE

The Perth region is characterised by a Mediterranean climate comprising hot dry summers and

cool wet winters. The closest rainfall stations to the Study Area is Cardup, Bureau of Meteorology

Cardup Station (No. 009137) and JDA Byford rain gauge. Monitor ing of rainfall at Cardup station

terminated in July 2012 (BoM, 2015). JDA rain gauge data is provided for 2012 to 2014.

The long term average annual rainfall is 851 mm (1970 to 2014). This average has decreased

slightly between 2004 and 2014, to an average annual rainfall of 779mm, reflecting a 9%

reduction.

4.2 TOPOGRAPHY AND SOILS

The site slopes to the west wi th the elevation along the eastern boundary of the Study Area at

39 mAHD falling to 28.5 mAHD along the western boundary (Figure 2).

The soils are classified by Jordan (1986) as colluvium wi th Sandy Clays dominant (Cs) (Figure 2).

A geotechnical investigation was carried out by Structerre between May and June 2015 over the

entire Cardup Brook Precinct (Structerre, 2015). The investigation included 110 boreholes drilled

to a maximum depth of 3 mBNS (below natural surface) and 20 test pits excavated to a maximum

depth of 2.2 mBNS. The Study Area consists 30 boreholes and 16 test pits (Figure 2). Dynamic

Cone Penetrometer (DCP) tests were carried out to a depth of 2 mBNS, adjacent to each borehole

and test pit.

Results indicate the site generally consists of 0.2m of sandy topsoil overlaying fine to medium-

grained yellow-brown Sand or Clayey Sand wi th trace silt between 0.1m to 2.5m depth. This

overlies grey mott led Sandy Clay wi th trace gravel f rom 1.5m to 3.0m depth. Results of the

geotechnical investigation are generally consistent wi th mapping by Jordan (1986) in areas

identified as Sandy Clay (Cs). The geotechnical report is attached as Appendix A.

J5815a

SJS TRI

Cs • Sandy Clay, white-gray to brown. fine to coarse grained, subangular to rounded sand, day of moderate plasticity grave) and sitt layers near scarp

Csg - Gravetiy Sandy Clay, variable, with lensesof silt and gravel, quartz sand, subangular waft eofcan rounded compnent heavy minerals common, gravel rounded, of coHuviai origin

S10 - Sand (over Guilford Formation) white to pale grey at surface, yellow at depth, fine to medium grained moderately sorted, subangular to subrounded. minor heavy minerals of eolian origin

BH2 I

Geotechnical Investigation Locations (Structerre. 2015)

# Borehole

• Test Pi

^ Study Area

— Waterways

Topographic Contours (mAHD)

Environmental Geology

Cs

| Csg

! sio

8H«

6H5

* c W

frl BH13 8H17 BH20

BH12

ORTON ; R O I J

TP11 TP120 TP1B

""PS BH2 TP13

TP14

F gure 2

Topography and Soils

21 September 2015 I 5

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4.3 ACID SULPHATE SOILS

Regional Acid Sulphate Soil (ASS) risk mapping (DEC, 2010) identifies the sandy clay areas in the

Study Area as having a moderate to high risk of ASS or PASS occurring above 3m of natural soil

surface. There is no known risk below 3m from soil surface, the maximum depth that most

development activities would disturb. ASS risk mapping is shown on Figure 3.

The management of dewatering activities is outlined in Section 8.1 of this report.

4.4 WETLANDS

The Department of Parks and Wildlife (DPAW) (previously, the Department of Environment and

Conservation (DEC)) Geomorphic Wetland Mapping of the Swan Coastal Plain is shown on

Figure 3. The Multiple Use Category classification across the Study Area does not preclude urban

development. Cardup Brook is classified as a Resource Enhancement wetland and also a Bush

Forever Site. Management of the wetland will be in accordance with the Byford by the Brook

Foreshore Management Plan (ATA Environmental, 2008). There is a Conservation Category

Wetland to the south-east of the Study Area on the other side of Cardup Brook (DEC, 2010) which

is not expected to be affected by development.

4.5 SURFACE HYDROLOGY

4.5.1 DISTRICT FLOOD ROUTES

The district flood routes up to the lOOyr ARI rainfall event are documented in the Byford Townsite

DWMP (DoW, 2008). Cardup Brook and Tributary 8 are the only district flood routes affecting the

Study Area (Figure 3).

The Glades at Byford LWMS (JDA, 2009b) provides design criteria for Tributary 8 and Cardup

Brook within the Glades Local Structure Plan area to accommodate the district flood routes

shown in the Byford Townsite DWMP (DoW, 2008). This UWMP is consistent with the design

criteria provided in Section 4.4.1 of the LWMS and therefore meets district flood management

requirements for the Study Area.

In this UWMP, f low in Tributary 8 has been modified from the LWMS to reduce flows conveyed

in Orton Road. Details of the modification are provided in Section 5.

]581Sa

SJS TRI

™| Study Area

Waterways

- Bush Forever Sites

DPAW Geomorphic Wetland Classif ication

B a S H Conservation

PJ Resource Enhancement

F X W I Multple Use

I Not Applicable

ASS Risk Mapping (DEC, 2010)

Moderate to High Ris*

Figure 3

ASS, Wetlands and District Flood Routes n_n_r I I I Metres 0 100 200 400 600 600

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Cardup Brook West - U W M P

4.5.2 SURFACE WATER QUALITY

Surface water quality monitoring for The Glades at Byford development was conducted by JDA

from 18 August 2006 to 21 August 2009 with results presented in the Byford Main Precinct: Pre-

development Hydrological Monitoring (JDA, 2010a). A summary of the results based on average

values are presented in Table 4 with sampling locations shown on Figure 4.

TABLE 4 : SURFACE WATER QUALITY RESULTS FOR CARDUP BROOK

Mean ARQ Peel-Harvey Bore ID

Parameter ANZECC

Guideline (2000)

Urban Stormwater

Concentration (IEA, 2006)

Estuary WQIP Target for the

Upper Serpentine (EPA, 2008)

S4 S5

EC (mS/cm) 0.12-0.30 - - 0.51 0.44

pH 6.S-8.0 6.80 - 6.75 6.75

Suspended Solids (mg/L) 190 - 124 111

Nutrients

Total Nitrogen (mg/L) 1.20 2.70 0.53 0.55

NOx (as N) (mg/L) 0.15 - - 0.23 0.24

Total Kjeldahl Nitrogen (mg/L) - - - 0.29 0.31

Total Phosphorus (mg/L) 0.060 0.29 0.10 0.05 0.03

Filterable Reactive P(mg/L) 0.04 - - 0.012 0.003

Note: Average values derived from at least 6 samples at each site. Highlighted values indicate where measured concentrations are greater than ANZECC (2000) guideline trigger values or are outside the indicated guideline range.

4.6 GROUNDWATER HYDROLOGY

4.6.1 GROUNDWATER LEVELS

Groundwater over the site is approximately 2 mBNS (below natural surface). Local groundwater

investigations were completed by JDA to confirm groundwater levels, as described in the LWMS

(JDA, 2009b). Thirteen groundwater monitoring bores (BDM1 to BDM13) were installed across

the LWMS Area (Figure 4). Water levels were first measured in all of the bores on 13 September

2005, then measured monthly from August 2006. Highest groundwater levels in all bores were

recorded on 13 September 2005. The estimated pre-development Average Annual Maximum

Groundwater Level (AAMGL) contours are shown on Figure 4. Details of the LWMS bores in the

vicinity of the Study Area are provided in Table 5.

Recently JDA installed additional groundwater monitoring bores (CB1 - CB14) over the Cardup

Brook Precinct to provide a refinement of the LWMS AAMGL contours. Groundwater levels are

currently being measured in the CB Series bores for a 5 month period from August 2015.

J5815a

The revised AAMGL contours will be presented in the final version of the UWMP. The CB Series

bores are shown on Figure 4. The revised pre-development AAMGL contours will be taken as the

design groundwater levels.

TABLE 5: DETAILS OF JDA LWMS MONITORING BORES

Bore ID Record Period

Top of

Casing

(m AHD)

Water Level

13/09/05

(mAHD)

Estimated AAMGL

(mAHD)

Difference

(m)

BDM3 2006to 2009 42.98 39.90 40.46 +0.56

BDM5 2006 to 2009 32.63 31.28 31.84 +0.56

BDM6 2006 to 2009 29.63 27.90 28.46 +0.56

BDM13 2006 to 2009 51.57 42.20 42.76 +0.56

4.6.2 GROUNDWATER QUALITY

Water quality results for the groundwater bores are summarised in the LWMS (JDA, 2009b).

Results for the bores near the Study Area are summarised in Table 6 with bore locations shown

on Figure 4. Monitoring was completed for the period August 2006 to August 2009.

TABLE 6: AVERAGE GROUNDWATER QUALITY VALUES FOR BORES NEAR THE STUDY AREA

Site EC

(mS/cm) PH

Total

Nitrogen

(mg/L)

NOx

(asN)

(mg/L)

Total Kjeldahl

Nitrogen

(mg/L)

Total

Phosphorus

(mg/L)

Filterable

Reactive

Phosphorus

(mg/L)

BDM3 0.21 6.25 8.22 5.90 2.25 0.04 <0.005

BDM5 0.37 5.13 4.26 4.47 0.55 0.53 <0.005

BDM6 1.60 6.49 2.18 1.66 0.67 0.05 <0.005

BDM13 0.15 5.51 1.93 1.50 0.56 0.07 <0.005

Note: Average values based on a minimum of 8 samples at each site. Highlighted values indicate where measured concentrations are greater than or outside the indicated guideline ranges in ANZECC (2000) or the Peel-Harvey Water Improvement Plan (EPA, 2008).

The Peel-Harvey System Water Quality Improvement Plan (EPA, 2008) identifies a target Total

Phosphorus (TP) concentration of 0.1 mg/L for all rivers and estuaries of the Peel-Harvey system.

ANZECC (2000) default trigger values for WA south-west lowland rivers indicate a Total Nitrogen

(TN) trigger value of 1.2 mg/L. Compared with these targets TN concentrations in all bores near

to the Study Area are high. TP concentrations are high in BDM5 only. Nutrient concentrations

most likely reflect the existing pre-development land use. As a precautionary approach, any

groundwater drained by subsoil drainage should be treated prior to discharge to receiving creeks.

21 September 2015 7


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JDA



28.5

28.5

| Study Area

| LWMS Area (JDA, 2009)

JDA Surface Water Sites

JDA UWMP Groundwater Monitoring Bores

JDA LWMS Groundwater Monitoring Bores

DoW Groundwater Monitoring Bores

Production Bores

• Waterways

Topographic Contours (mAHD)

Estimated Pre-development AAMGL (mAHD)

Natural Surface (mAHD)

AAMGL (mAHD)

' BDM4

I ! I I / * B D M 2 ' i

12

* B D M 1 2

] . * BDM10 <*BDM11

B ' S E S 2 0 CB10 CS11 CB1?-£

V t U ; \ t - \ \ c B i 2 « \ 4 » •

Figure 4

Monitor ing Locations and A A M G L 1 Metres

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JDA C a r d u P B r o o k W e s t " U W M P

5 STORMWATER MANAGEMENT

5.1 DRAINAGE CONNECTION

The Study Area ultimately discharges to Cardup Brook. The design criteria for Cardup Brook provided in the LWMS (JDA, 2009b) are as follows;

• Flood conveyance in Cardup Brook will not be altered by development in the Study Area.

• Provide a foreshore reserve to accommodate the Bush Forever site and Resource Enhancement Wetland mapping shown over the brook.

5.2 DRAINAGE DISCHARGE CRITERIA

To maintain surface hydrology of the Study Area, post-development peak discharge rates from Cardup Brook must be consistent with pre-development flow rates in the 5yr ARI and the lOOyr ARI.

For detailed design purposes the catchment boundaries have been modified slightly from those presented in the LWMS (JDA, 2009b). Modifications include a reduction of LWMS Catchment 9D by 1.4ha along the western boundary, and shifting of the eastern boundary of LWMS Catchment 9C. The Study Area is also expanded to include a portion of LWMS Catchments 8D and 8E as the new Orton Rd West catchment. The wetland buffer area is excluded from UWMP catchment areas.

The peak discharge criteria for each catchment has been revised based on pro-rata catchment areas as detailed in Table 7. UWMP and LWMS catchments are shown in Figure 5.

TABLE 7: REVISED ALLOWABLE POST-DEVELOPMENT PEAK DISCHARGE RATES FOR STUDY AREA Stage Catchment Area (ha) 5yr ARI (m3/s) lOOyr ARI (m3/s)

9C 16.7 0.46 0.61

LWMS (JDA, 2009)

9D&9E 12.3 0.32 0.45 LWMS

(JDA, 2009) 8D 7.08 0.17 0.26

LWMS (JDA, 2009)

8E 5.55 0.13 0.20 Total 41.63 1.08 1.52 9C 14.51 0.40 0.53

UWMP 9D1 11.80 0.31 0.43 UWMP Orton Road West- 4.01 0.10 0.15 Total 30.32 0.81 1.11

Note: 1 Includes LWMS catchments 9D and 9E. 2 Includes a portion of LWMS Catchments 8D and 8E, and extends east of the Study Area.

Flow in Tributary 8 (Orton Rd swale) has been modified from the LWMS, with two diversions to Cardup Brook through the Cardup Brook East Precinct JDA (2015) reducing flows along Orton Rd in the Cardup Brook West Precinct. In addition to this modification Tributary 8 (Orton Rd swale) now discharges to Cardup Brook via an outlet pipe through Catchment 9D, rather than via Hopkinson Rd (future Tonkin Hwy extension) as shown in the LWMS.

The stormwater drainage system is designed to manage a range of rainfall events up to the lOOyr ARI.

The minor drainage system has capacity for frequent rainfall events up to the 5yr ARI and includes trash racks, vegetated treatment structures, lot connection pits and the pipe drainage system. The minor drainage system is designed to also provide the structural controls for water quality treatment.

The major drainage system is designed for rainfall events greater than the 5yr ARI, up to the lOOyr ARI. The major system uses overland flow paths, which includes grading the road network to direct flow into swales in the road median or detentions storages in the POS, ultimately discharging to Cardup Brook.

5.3 CATCHMENT RUNOFF PARAMETERS

A breakdown of the runoff coefficients used for each land use and the area within each catchment is presented in Table 8 and shown on Figure 5. The lot runoff coefficients of 75% and 80% consider direct lot connections to the pipe drainage system and does not include any storage in the 3kL rain tanks connected to each home.

TABLE 8: STUDY AREA RUNOFF COEFFICIENTS AND CATCHMENT AREAS

Runoff Catchment Areas (ha)

Land Use Coefficient 9C 9D

)r ton Rd

(%) 9C 9D

West

Lots (R20 to R30) 75 6.85 6.26 -Lots (R30 to R40) 80 2.21 1.44 -Road Reserve 90 4.23 3.27 4.01

POS 20 0.64 0.36 -Detention Storage 100 0.58 0.47 -Catchment Area - 14.51 11.80 4.01

Total Catchment Area - 30.32

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?Orton Rd Wes t_^ * L

Drainage Catchments & Land Use

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5.4 MINOR DRAINAGE SYSTEM

Key points for the design of the minor drainage system are as follows:

• Lot connections will be provided with capacity for the 5yr ARI.

• A pipe system will be installed in the road network with capacity for the 5yr ARI.

• A vegetated treatment area with capacity for the lyr lhr ARI rainfall event will be provided within Catchments 9C and 9D (Figures 6 to 8). The design parameters are discussed in Section 5.7. The vegetated treatment area will be 0.6m deep with 1:6 (v:h) side slopes.

• A diversion structure provided in the pipe network to divert stormwater to the major detention storage area once the lyr lhr top water level is reached in the treatment area.

• A trash rack will be installed immediately downstream of the vegetated treatment areas within the basin. The trash rack will remove any debris, rubbish and coarse sediment from discharge leaving the vegetated treatment areas.

• The vegetated treatment areas are underlain by subsoil pipes to collect water as it infiltrates through the amended soil profile. The subsoil pipes will also prevent inflow from water perching on the underlying clays and saturating the amended soil fill. The subsoil system discharges to Cardup Brook. Subsoil inflow from the catchment may create ponding in the storage between storm events.

• Orton Road designed to runoff into a central median swale (vegetated treatment swale), which will discharge to Cardup Brook via a piped outlet. The swale will be a v-drain, 0.5m deep with 1:6 (v:h) side slopes, approximately 6m wide in total (Figure 9).

Details of the minor drainage scenario for Catchments 9C, 9D and Orton Rd West are shown on Figure 6. Catchment 9C and 9D storages and Orton Rd West cross-sections are shown in Figures 7, 8 and 9, respectively. Modelling assumptions are presented in Appendix B.

5.5 MAJOR DRAINAGE SYSTEM

Key points of the major drainage system design are as follows:

• Roads graded to direct flow to the lowest point of the catchment. Localised low points may exist provided any ponding and gutter flow is contained to the top of the kerb level.

• Low kerbing at the low point, with the verge graded to allow flows off the street into the

lOOyr ARI storage areas.

• Storage for the lOOyr ARI event in Catchments 9D and 9C will be integrated into the POS and Cardup Brook Wetland Buffer consistent with the Byford by the Brook development on the southern side of Cardup Brook. Encroachment of the major event storage into the wetland buffer is documented in the approved Foreshore Management Plan (ATA Environmental, 2008).

• The lOOyr ARI stormwater storage areas will discharge directly into Cardup Brook via an outlet sized to restrict flows to pre-development outflows. Outlet details are specified in Figures 7 and 8.

• To prevent soil erosion, turf reinforcement matting beneath the grass is required where flow is directed overland from impervious areas into storage areas.

• Orton Road West designed to runoff into a central median swale (vegetated treatment swale) via overland flow. The roadside swale will be a v-drain, 0.5 m deep with 1:6 (v:h) side slopes, approximately 6m wide in total. The swale is designed to convey the lOOyr ARI from the road and upstream catchments. The swale is designed to overflow onto the road in a lOOyr ARI event, however the inundation is relatively minor (maximum 0.20m depth over approximately half the carriageways).

• Runoff from Orton Rd West discharges to Cardup Brook via a 01200mm pipe (Figure 9),

which is designed to convey the lOOyr ARI flow.

The hydraulic analysis of the detention storages was completed using the XP-SWMM model, and includes a backwater of 27.90 mAHD in Cardup Brook at the intersection of Hopkinson Road, consistent with the Byford Townsite DWMP (DoW, 2008) (Figure 6).

The location for the stormwater storages and the basin invert levels have been selected to achieve the optimal design within the constraints of the site. The basins can be reshaped to achieve a satisfactory landscape within the POS provided the revised design does not alter the design levels or reduce the storage volume.

Details of the major drainage scenario for Catchments 9C, 9D and Orton Rd West are shown on Figure 6. Catchment 9C and 9D storages and Orton Rd West cross-sections are shown in Figures 7, 8 and 9, respectively. Modelling assumptions are presented in Appendix B.

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Cardup Brook West - UWMP JDA

Figure 6

Stormwater Management Event Plans

I—I I—L 0 125

I Metres

250 500 750 1,000 1,250

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Diversion Detail

O v e r s o w c fver ted t o

Overflow *. Outlet Details Invert Overflow Invert

34.00 (mAHO)

34.00

Gully Pit Flow to 1 yr lhr l y r lhr Outlet Pipe

33.40 Inflow from

Gully Pit ARI treatment area D5 Invert (mAHD)

33.40

catchment - . L ; '"• i 1 ' 1! : • _'! •_• ij - • •

Outlet P i p e f i

Orifice « w e i f

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Catchment 9C lyr lhr ARI Basin

1 Jp l h r A M TWl_ 34.00 mAHD

Diverswn Structure

{See Diversion Detai l ,

AAMGL: 32.50 mAHO

Not * : Not O r j w n (o Scots

Catchment 9C IQOvr ARI Basin

ICCyT ARITvVl ' ?•» OC mAHD

S y r AfUTWL: 33,60 mAHD

Diversion structure

(See Diversion Detai l ;

now to 3yT l h r ARi basin

Basin Side Slopes:

1:6 (vJ i )

Basin Invert:

33-lOmAHD

Orif ice Ptate and

Outlet Pipe as specified.

AAMGL: 32.50 mAHO

Ntrts: H v l D r j w i . W SWle

Outlet Specification Outlet Pipe Diameter (mm) Orifice Plate (mm)

4x 0375mm

Storage Area (ARI)

Crit ical Storm Duration

(h rs )

Crit ical Storm Duration Rainfall

( m m )

Crit ical Storm

Duration Runoff

Vo lume (m 3 )

Top Water Level (mAHD)

Ponding Depth

(m)

TWL Surface Area (m 2 )

Storage V o l u m e

(m»)

Peak Outf low (m 3 / s )

T ime to B n p t y (days)

100yr : 89.4 9600 34.00 0.90 3120 2260 0.490 0.5

5yr 6 53.4 • •• 33.60 0.50 2610 1175 [ 350 c -: 1yr 1hr - 16.9 1795 34.00 : -:o 25-5 1450 : 045 0.5

Figure 7

Catchment 9C Stormwater Storage Areas

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Cardup Brook West - U W M P

Diversion Det.nl

Over f l ow (Averted t o

Overflow *> Outlet Details Invert Overflow Invert

29.00 (mAHD)

29.00

Gully Pit Flow to 1 yr lhr l y r lh r Outlet Pipe

28.40 Inflow from

Gully Pit ARI treatment area DS Invert (mAHD)

28.40

catchment Pipe Size (mm) 2x 0600mm

-7^ l y r lhr Out" '

Outlet P tpe&

OTITIC* Plate if

Jutlet Pipe Downstream Invert

O u t l e t P ipe f r o m

O r t o n f t d W e s t

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Storage AraaK

H J i m ly r A Si 3to(.TX»--*ot Storage *raas

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Catchment 9 D l v r l h r ARI Basin

Diversion Structure

(See Diversion Detail)

AAMGL: 28.50 mAHO

Note: Nat Or4wo to Scale

Catchment 9D lOOyr ARI Basin

I f f C y r ' A m TWL: 29.00 HIAHD

5yTAR lT i«L :2a .6S mAHD

Dwersion Structure

• see Diversion Detai l ! Baun Side Slopes

1:6 |vA)

/ Orifice Plat* and

Outlet Pipe as specified

AAMGL 2BJ0 mAHO

Net«: Not Di<wn to i<.A

Outlet Specification Outiet Pipe Diameter (mm) Orifice Plate (mm)

i t 0450mm 2x 0390mm

Storage Area (ARI)

Crit ical Storm Duration

(hrs)

Crit ical Storm Duration Rainfall

(in n i )

Crit ical Storm

Duration Runoff

Vo lume (m 3 )

Top Water Level (mAHD)

Ponding

Depth

(ml

TWL Surface Area (m 2 )

Storage Vo lume

( m 3 )

Peak Outf low (mVs)

Time to Empty (days)

10uyl 6 89.4 7840 29.00 0.90 2595 1855 0.400 0 5 5yr 6 53.4 4650 28.65 ] 55 215E 980 0.270 0 5 1yr 1hr 169 146; 29.00 0.60 2320 1195 2 035 0 5

Figure 8

Catchment 9D Stormwater Storage Areas

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1 /--- *

i f f - -*si'».. net. **»H^%\Jff.

Land Use — » Drainage Direction

| H I Wetland Buffer E Diversion Structure

[ ! Lot (R20-R30) H Orton Rd Swale

I 1 Lot (R30-R40) Storage Areas

Public Open Space 1yr ARI Stormwater Storage

| Road ~ j 5yr ARI Stormwater Storage

— Waterways | 1 0 0 y r ARI Stormwater Storage

Figure 9

Orton Rd West Catchment (Swale Detail) J Metres

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The Glades at Byford Cardup Brook West - UWMP

5.6 LOT FINISHED LEVELS

The drainage management criteria for determination of lot finished levels shall be the greater of;

• Minimum lot level 500mm above the lOOyr ARI flood level in Cardup Brook;

• Minimum lot level 500mm above the top water level in the nearest detention storage.

The proposed lot levels must satisfy all these criteria.

5.7 WATER QUALITY MANAGEMENT

The Study Area uses a treatment train of structural and non-structural controls including trash racks, a vegetated treatment area to treat events up to the lyr lhr ARI, native plantings, street sweeping and landscape packages for lot purchasers.

5.7.1 NON- STRUCTURAL CONTROLS

Non-structural source controls to reduce nutrient export from the site will focus on reducing the need for nutrient inputs into the landscape. The following strategies are proposed;

• The extensive use of local native plants in the landscape and streetscape treatments.

• Street sweeping and trash rack eduction, co-ordinated with the Shire of Serpentine-Jarrahdale.

• Promotion of native plants and drought tolerant gardens to lot purchasers via a landscape package. A copy of the sustainability contract with lot owners (includes waterwise landscaping) is included in Appendix B of the LWMS (JDA 2009b).

5.7.2 STRUCTURAL CONTROLS

Structural source controls are proposed to compliment the non-structural source controls and provide a complete stormwater treatment train. The following structural controls are considered appropriate for the Study Area;

• A trash rack will be installed immediately downstream of the vegetated treatment area, within the basin outlet. The trash rack will remove any debris, rubbish and coarse sediment from discharge leaving the vegetated treatment area.

• The use of vegetated treatment systems to treat road runoff. A minimum treatment capacity of approximately 2% of the connected impervious area will be provided. Figures 7 and 8 show treatment areas greater than 2% of the connected impervious area.

The minimum specifications for all vegetated treatment areas are shown on Figure 10.

Research conducted by the Facility for Advancing Water Bio-Filtration (FAWB, 2008) indicates that the desired Ksa, is in the range of 2.5 to 7m/day, to fulfil the drainage requirements as well as retain sufficient moisture to support the vegetation. The FAWB (2008) research also specifies that for vegetated systems some clogging will occur in the first few years until the vegetation is established. Once the plants are established, the roots and associated biological activity maintain the conductivity of the soil media over time.

Data currently guiding the design of planted systems is largely based on laboratory testing. Details

of plant selection, maintenance and likely nutrient uptake in the Byford environment are not well

known at this stage. The specifications provided in this document should be considered as the

best available information at the time. Some flexibility in the specifications will be required as the

knowledge base increases.

Punt selection, and density: As per southwest vegetation guidelines (Monesh university. 20141

Amended soil media: Minimum SOOmm thick. Hydraulic conductivitY In the range of 2.5m and 7.5m/day once compacted. Total day and silt (racoon <3% In total (w/w) Organic matter content <SV (w/w) Phosphorus content <10Omg/kg. infittratton testing of material prior to installation and again once construction is complete. On-going testing as per the monitoring prog)am

fine gravel/ crushed lock 4mm to 7mm 7mm 100)6 passing, 4mm 313% passing. 2mm 0 * passing Slotted subsoil pipe In geotextlle

Installation of Amended Soil prior to the placement of amended soil profile t he first 300 mm of In situ material at the base of the bio-retention swale is to be ripped to makimise porosity. The amended soil shall be placed and graded using low-ground contact pressure equipment or by excavators and/or backhoes operating on the ground adjacent to the bio-retention swale. No heavy equipment shall be used within the perimeter of the bio-retention facility before, dur ing or after the placement of the amended soil. Planting should occur as soon as amended soil has been installed.

Figure 10

8io-fiitration Structure Detail (DoW, 2011)

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6 GROUNDWATER MANAGEMENT

6.1 GROUNDWATER LEVELS AND MANAGEMENT

To prevent rainfall infiltration 'perching' on the clay soils beneath the sand fill, subsoil pipes will be set at or above the estimated AAMGL as discussed in Section 4.6.1 and shown on Figure 4. The subsoil pipes will be laid in the road network and discharge into the lyr lhr ARI vegetated treatment areas in Catchments 9C and 9D.

For the vegetated treatment area subsoil pipes will be laid at the base of the amended soil profile.

6.2 LOT FINISHED LEVELS

The drainage management criteria for determination of lot finished levels shall be the greater of:

• Minimum of 1.2m separation above the groundwater design level; or a

• Minimum 500mm above the level of any groundwater mounding between subsoil pipes.

The proposed lot levels must satisfy all these criteria.

Provided in Appendix C is a calculation of groundwater mounding between subsoil drains. This advice is based on several assumptions, including that the hydraulic conductivity of compacted sand fill is 12 m/day, and subsoil drain spacing is 75m. Should actual site conditions differ, recalculation of mounding and levels will be required.

6.3 GROUNDWATER QUALITY MANAGEMENT

Any groundwater discharged from the site will drain through the vegetated treatment area prior to discharge. Water quality design specifications for the vegetated treatment area are discussed in Section 5.7. The storage is underlain by subsoil pipes, which collect the water as it infiltrates through the amended soils and discharge to Cardup Brook.

7 WATER EFFICIENCY MEASURES

7.1 PUBLIC OPEN SPACE

Consistent with a fit-for-purpose strategy irrigation water of public open spaces will be sourced from an untreated groundwater supply. On behalf of LWP Property Group, JDA obtained a Licence to Take Ground Water, issued under section 5C of the Rights in Water Irrigation Act 1914. The licence has been issued for Stages 1-8 with an allocation of 114,205 kL per annum. The remainder of the requested allocation for future stages has been placed in reserve by Department of Water and will be released as required.

There are three existing abstraction bores within The Glades development with an additional bore proposed. The proposed bore will most likely be closest to the Study Area and utilised for irrigation of POS within the Study Area. The locations of the existing bores are shown on Figure 4.

To limit the irrigation requirements of the POS and streetscapes local native plants will make up at least 50% of plantings, with the irrigation system designed to water-wise standards.

7.2 RESIDENTIAL LOTS

To achieve water efficiency targets, households are to be built consistent with current Building Code Australia water efficiency standards and the State Governments 5 Star Plus scheme. To further improve the water efficiency of residential lots LWP Property Group commit to a sustainability contract with each lot owner. As part of the contract LWP Property Group will provide the following waterwise initiatives;

• A waterwise front landscaping package to each home, designed by a certified waterwise landscaper.

• Cost share (50%) with lot purchases of one rainwater tank for each home plumbed to the toilet and laundry, with an overflow to the stormwater drainage system.

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8 UWMP IMPLEMENTATION PLAN

8.1 CONSTRUCTION MANAGEMENT

8.1.1 STAGING

Any temporary storage needed during construction will be built where the final storage area will be located. The temporary storage will be sized to contain the ultimate capacity of stormwater runoff from the connected area.

The Orton Road West central median swale will be constructed during construction and upgrade

of Orton Road. The re-aligned swale will be constructed prior to the old alignment being filled in

as part of development works to ensure there is downstream connection for upstream

catchments. Planting of vegetation in the swale will commence once all connecting upstream

sections of road have been complete to prevent silt build-up in the swale.

8.1.2 DEWATERING

The radial influence of any dewatering should be limited due to the clay soils. Any dewatering undertaken will occur in a manner consistent with the dewatering licence.

8.1.3 ACID SULPHATE SOILS

Preliminary site investigations completed by ATA Environmental (2009) conclude that the site has low risk of ASS. ASS testing and management will be conducted where it is required for approval of a dewatering licence.

8.1.4 SEDIMENT CONTROL

Construction will occur in a manner consistent with the approved Erosion and Sediment Management plan submitted to the Shire by the civil contractor.

Any coarse sediment movement from construction of residential lots will be contained by the trash rack downstream of the stormwater storage areas.

8.2 MAINTENANCE

The drainage structures will require regular maintenance to ensure efficient operation. The maintenance schedule is presented in Table 9.

TABLE 9: MAINTENANCE SCHEDULE FOR DRAINAGE INFRASTRUCTURE

Maintenance Interval Item Monthly Quarterly Six-monthly As required

Street Drainage

Street sweeping.

Eduction of Sediment and rubbish in trash rack.

Eduction of sediment and rubbish in manholes.

Removal of debris to prevent blockages. • Vegetated Treatment Area

Inspect for erosion.

Assess health of vegetation. Remove dead plants 3 times per and replace where necessary. year

Inspect for standing water 1 week after rainfall

events.

Remove sediment build-up above finished invert. Once every

3 years Detention Storage

Removal of debris in outlet/orifice to prevent • blockages.

•

Use of slow release/low P fertilisers in turf areas.

8.3 MONITORING

Surface water and groundwater monitoring commenced over the LWP Property Group landholding in August 2006 as part of the Local Water Management Strategy (LWMS) process, and was completed August 2009.

Consistent with Section 5.1 of the LWMS, the long-term impacts of urban development on the site will be tracked by the local scale monitoring programme. Monitoring as part of the UWMP is to target performance of Best Management Practice (BMP) structures.

The focus of the post-development water monitoring program as part of this UWMP is developing a detailed dataset of the hydraulic and water quality improvement functions of the BMP structures incorporated within the drainage system design. To achieve this, an intense monitoring program to occur over a period of 4 weeks between July and August, 2 years after completion of the stage, is proposed. The monitoring period may be extended past the 4 week period to ensure data is captured for at least 3 rainfall events.

Results of the monitoring UWMP program will be reported to Shire of Serpentine-Jarrahdale and the Department of Water.

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8.3.1 HYDRAULIC PERFORMANCE MONITORING

The hydraulic performance monitoring will aim to measure the movement of water through the

BMP's to determine if stormwater conveyance is consistent with the intended design.

Infiltration Testing

Where amended soil profiles have been installed, infiltration testing will be completed to test the

hydraulic conductivity of the media. Testing will be completed once during the proposed

monitoring period, but should be repeated 12 months later to confirm results.

Infiltration testing will be completed using a permeameter at the soil surface where clogging

layers are most likely to establish. Permeameter tests will be completed at a minimum of 3

locations per structure.

Water Levels

To measure water levels in the various BMP's loggers or peak level indicators will be installed in

the following locations;

• The diversion structures (PLI)

• The 1 yr bio-retention storages (logger)

• The major detention storages at the lowest point (logger).

8.3.2 SURFACE WATER QUALITY MONITORING

The surface water quality monitoring will aim to measure the stormwater quality improvement

functions for the various BMP's.

Sampling Locations

It is proposed to sample surface water quality at the following locations:

> Upstream of the GPT in each catchment

> Outlet of the GPTs/ Inlet to the bio-retention storages

> Downstream of the bio-retention storage subsoil systems, at outlet into the Cardup

Brook.

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Sampling frequency

Sampling will be by grab samples, completed in response to rainfall events. Flow from the pipes

discharging into the bio-retention storage will be by rising stage samplers.

Water Quality parameters

> PH

> TDS (calculated for Electrical Conductivity)

> Total phosphorus (TP)

> Orthophosphate (P04)

> Total Nitrogen (TN)

- Total Kjeldahl Nitrogen (TKN)

> Ammonium (N04)

> Nitrate and Nitrite (NOx)

> Total Suspended Solids (TSS)


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8.4 RESPONSIBILITIES AND FUNDING

The key roles and responsibilities for the implementation of this UWMP are presented in Table 10 below, with details on the maintenance of the surface water treatment structures outlined in Section 8.2.

TABLE 10: ROLES AND RESPONSIBILITIES FOR IMPLEMENTATION OF UWMP

Responsibility and Funding Management Issue

Developer Shire of Serpentine

Jarrahdale

Construction of the planted storage.

Construction of detention storage. •

Construction of irrigation system. •

Construction of street drainage.

Subsoil and drainage pipe network defects liability period including Gross Pollutant Traps • 12 months (period between a successful Practical Completion Inspection and a defects inspection with a written confirmation of •

City acceptance): • • Ongoing (from notification of City acceptance): •

Management of Stormwater Storage Landscaping • 2 years (period between a successful Practical Completion Inspection and a defects inspection with written confirmation of Shire •

acceptance): • Ongoing (from notification of Shire acceptance): V

Irrigation system management • 2 years (period between a successful Practical Completion Inspection and a successful handover meeting with written

confirmation of Shire acceptance): • • Ongoing (from notification of Shire acceptance):

Street Sweeping • Period up to the successful Practical Completion of civil works: •

• • Ongoing (from notification of Shire acceptance): •

Post Development Monitoring • 4 weeks, or at least 3 storm events to be completed 2 years after Practical Completion date: • • Ongoing (from notification of Shire acceptance):

Prepare and submit a water quality monitoring report for post-development monitoring. •

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9 REFERENCES ANZECC - Australian and New Zealand Environment and Conservation Council and Agriculture and Resource Management Council of Australia and New Zealand. (2000) Australian and New Zealand Guidelines for Fresh and Marine Water Quality, National Water Quality Management Strategy, October 2000.

ATA Environmental (2008) Foreshore Management Plan - Byford by the Brook, Version 8. For LWP Byford Syndicate. July 2008.

ATA Environmental (2009) Preliminary ASS Investigation.

Bureau of Meteorology (2015) Rainfall Gauging Station - Cardup Station (No. 009137).

Department of Environment and Conservation (2010) ASS Risk Mapping of the Swan Coastal Plain.

Department of Environment and Conservation (2010) Geomorphic Wetland Dataset.

Department of Water (2008) Byford Townsite Drainage and Water Management Plan.

Environmental Protection Authority (2008) Water Quality Improvement Plan for the Rivers and Estuary of the Peel-Harvey System: Phosphorus Management.

Facility for Advancing Water Bio-filtration (2008) Guidelines for Soil Filter Media in Bio-retention Systems.

Institute of Engineers Australia (2006) Australian Runoff Quality.

JDA Consultant Hydrologists (2005) Byford Main Precinct Local Structure Plan: Local Urban Stormwater Management Strategy (LWMS). Report J3690g, Dec 2005.

JDA Consultant Hydrologists (2008) Byford by the Brook Urban Water Management Plan. Report J3869h, Aug 2008.

JDA Consultant Hydrologists (2009a) The Glades at Byford: Stage 1 Urban Water Management Plan. Report J3988g, Jan 2009.

JDA Consultant Hydrologists (2009b) The Glades at Byford: Local Water Management Strategy (LWMS). Report J4320d, Dec 2009.

JDA Consultant Hydrologists (2010a) Byford Main Precinct: Pre-development Hydrological Monitoring. Report J3861d, Feb 2010.

JDA Consultant Hydrologists (2010b) The Glades at Byford: Stage 2 Urban Water Management Plan. Report J4490b, Feb 2010.

JDA Consultant Hydrologists (2011a) The Glades at Byford: Stages 3,4,5 8t 10 Urban Water Management Plan. Report J4542f, Mar 2011.

JDA Consultant Hydrologists (2011b) The Glades at Byford: The Village Centre Urban Water Management Plan. Report J4541e, Mar 2011.

JDA Consultant Hydrologists (2015) The Glades at Byford: Cardup Brook East Precinct Urban Water Management Plan - Draft Report. Report J5764a, Sep 2015.

Jordan J.E. (1986) Armadale, Part Sheets 20331 and 2133IV, Perth Metropolitan Region, Environmental Geology Series. Geological Survey of Western Australia

Monash University (2014) Vegetation Guidelines for Stormwater Bio-filters in the South-West of Western Australia.

McMullen Nolan Surveyors (2007) Detailed Topographic Contours.

Parsons Brinkerhoff (2003) Byford Urban Stormwater Management Strategy. July 2003.

Parsons Brinkerhoff (2005) Byford Urban Stormwater Management Strategy - Developers Guidelines - Final Report. June 2005.

Shire of Serpentine Jarrahdale (2007) Byford District Structure Plan.

Structerre (2015) Geotechnical Investigation- The Glades at Byford - Cardup Brook Precinct, Byford. Report for LWP Byford Syndicate. 4 August 2015.

Taylor Burrell & Burnett (2005) Byford Main Precinct Structure Plan.

Taylor Burrell & Burnett (2009) Revised Byford Main Precinct Structure Plan.

Taylor Burrell & Burnett (2015) Cardup Brook Precinct Subdivision Concept Plan (Draft).

Western Australian Planning Commission (2007) Metropolitan Regional Scheme, 1:100,000 series Map, dated 12 Oct 2007 Available online.



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APPENDIX A

Geotechnical Investigations

The Glades at Byford - Cardup Brook Precinct, Byford (Structerre, 2015)

(Attached in CD)


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APPENDIX B

XP-SWMM Modelling Assumptions


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The Glades at Byford • W T ; Cardup Brook West - UWMP

TABLE B l : XP-SWMM Modelling Assumptions

Key Elements Parameter Value

IFD Data BOM IFD Calculator BoM Cardup Station

Initial Loss (mm) 0

Lots(R20to R30) Runoff Coefficient (%) 75

Lots(R20to R30) Manning's n for impervious area 0.02

Manning's n for pervious area 0.02

Initial Loss (mm) 0

Lots (R30 to R40) Runoff Coefficient (%) 80

Lots (R30 to R40) Manning's n for impervious area 0.02


Initial Loss (mm) 0.00

Land Use Road Reserve Runoff Coefficient (%) all ARI 90

Land Use Road Reserve Manning's n for impervious area 0.02

Runoff Assumptions Manning's n for pervious area 0.02

Initial Loss (mm) 0.00

POS Runoff Coefficient (%) all ARI 20

POS Manning's n for impervious area 0.015


Initial Loss (mm) -

Other Runoff Coefficient (%) all ARI -

Other Manning's n for impervious area -Manning's n for pervious area -

Catchment Grade Catchment

Runoff routing method used Laurenson's method (S=BQn*1)

Evaporation None Assumed

Dry time step 86400 Seconds (1 day)

Simulation Parameters Transition time Step 60 Seconds

Simulation Parameters Wet time step 60 Seconds

Simulation period 4 Days

Manning's n 0.014

Culverts Headwall type 45 deg Beveled Ring (circular pipe}; 45 deg wingwall flares (box culverts)

Entrance/Exit loss Coefficients 0.5,1

Hydraulics Centre channel Manning's n 0.03

Hydraulics Swale Over bank Manning's n NA

Assumed Swale Infiltration 0.00

Storages Assumed Swale Infiltration 0.00

Storages Minimum side slopes 1:6 (v:h)

Backwater Condition Cardup Brook back water level upstream of culverts under Hopkinson Rd ( lx 1500mmxl800mrn rectangular culvert). 27.90 mAHD as per DNMP (DoW, 2008)

J5815a 09 September 2015 B1


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APPENDIX C

Summary of Lot Finished Level Clearance to Groundwater

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JDA

Summary of Lot Finished Level Clearance to Groundwater at "The Glades"

Filling at The Glades development site with free draining sandy soils to achieve the appropriate lot levels, results in a seasonal perched water table forming above the naturally occurring less permeable clays. Sufficient clearance between subsoil mounding and finish levels needs to be achieved in order to prevent damage to infrastructure, as outlined in the DWMP.

Guidance from Byford Townsite DWMP (DoW, 2008)

The Department of Water released the DWMP for the Byford Townsite in September 2008, providing guidance on water management for Byford DSP area. The DWMP's guidance for the clearance to subsoil mounding is mentioned under section 7.4 Key design criteria, which states the "Development should ensure finished lot levels at a minimum of 0.8m above the phreatic line". The phreatic line is defined as "the modified (post-development) maximum groundwater level following the installation of subsurface drainage". JDA interpret this to mean that the surface of the perched water table between the subsoil pipes is at least 0.8m below the lot finished level.

Guidance from the Glades at Byford LWMS (JDA, 2009)

In 2009 JDA released the Glades at Byford LWMS on behalf of LWP Property Group Pty Ltd, providing a more refined water management strategy. As part of this refinement the lot finished level clearance to groundwater was amended, stating that "Unless otherwise negotiated with the Shire, development should ensure finished lot levels are a minimum of 0.5m above the level of any groundwater mounding between subsoil pipes".

Prior to the completion of the LWMS, LWP Property Group Pty Ltd sought advice from Structerre regarding the most cost effective house pad design that would be applicable to the Glades development. Based on the geotechnical classification of the lots provided, Structerre advised that an S class footing of typically 400mm depth was sufficient.

Review of LWMS Guidance (2012)

To confirm the guidance provided in the Glades at Byford LWMS is still relevant, groundwater modelling was undertaken using Visual Modflow to gain a better representation of subsoil levels relative to groundwater levels. The model used daily time steps over a 12 month period and aquifer parameters as follows;

• Recharge ratio - 0.3 • Specific Yield -0.16m/m • Hydraulic conductivity of sand layer - 12m/day • Hydraulic Conductivity of clay layer - 0.5m/day • Subsoil spacing - 75m

The modelling results indicate in an average rainfall year (871mm) the mounding of the subsoil is typically 0.8m. Subsoil mounding for the worst rainfall year, recorded at Wungong station in 1917 (1957mm), is 1.0m.

Recent advice from Structerre confirms the footing depth based on current design is no greater than 350mm depth and that there is no structural issue with the perched water table coming into contact with concrete footings temporarily. The 500mm clearance specified in the LWMS, is sufficient for footings to remain dry in an average rainfall year and also provides 350mm of clearance to the maximum recorded rainfall in 108 years of data.


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JDA

clays. Sufficient clearance between subsoil mounding and finish levels needs to be achieved in order to prevent damage to infrastructure, as outlined in the DWMP.

Guidance from Byford Townsite DWMP (DoW, 2008)

The Department of Water released the DWMP for the Byford Townsite in September 2008, providing guidance on water management for Byford DSP area. The DWMP's guidance for the clearance to subsoil mounding is mentioned under section 7.4 Key design criteria, which states the "Development should ensure finished lot levels at a minimum of 0.8m above the phreatic line". The phreatic line is defined as "the modified (post-development) maximum groundwater level following the installation of subsurface drainage". JDA interpret this to mean that the surface of the perched water table between the subsoil pipes is at least 0.8m below the lot finished level.

Guidance from the Glades at Byford LWMS (JDA, 2009)

In 2009 JDA released the Glades at Byford LWMS on behalf of LWP Property Group Pty Ltd, providing a more refined water management strategy. As part of this refinement the lot finished level clearance to groundwater was amended, stating that "Unless otherwise negotiated with the Shire, development should ensure finished lot levels are a minimum of 0.5m above the level of any groundwater mounding between subsoil pipes".

Prior to the completion of the LWMS, LWP Property Group Pty Ltd sought advice from Structerre regarding the most cost effective house pad design that would be applicable to the Glades development. Based on the geotechnical classification of the lots provided, Structerre advised that an S class footing of typically 400mm depth was sufficient.

Review of LWMS Guidance (2012)

To confirm the guidance provided in the Glades at Byford LWMS is still relevant, groundwater modelling was undertaken using Visual

Modflowto gain a better representation of subsoil levels relative to groundwater levels. The model used daily time steps over a 12 month period and aquifer parameters as follows;

• Recharge ratio - 0.3 • Specific Yield -0.16m/m • Hydraulic conductivity of sand layer - 12m/day • Hydraulic Conductivity of clay layer - 0.5m/day • Subsoil spacing - 75m

The modelling results indicate in an average rainfall year (871mm) the mounding of the subsoil is typically 0.8m. Subsoil mounding for the worst rainfall year, recorded at Wungong station in 1917 (1957mm), is 1.0m.

Recent advice from Structerre confirms the footing depth based on current design is no greater than 350mm depth and that there is no structural issue with the perched water table coming into contact with concrete footings temporarily. The 500mm clearance specified in the LWMS, is sufficient for footings to remain dry in an average rainfall year and also provides 350mm of clearance to the maximum recorded rainfall in 108 years of data.


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Cross sections not drawn to scale

«3 J D A ! © COPYRIGHT JIM DAVES & ASSOCIATES PTY. LTD. 2012

LWP Property Group Pty Ltd The Glades at Byford

Subsoil Mounding- Detailed Diagram


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A Suite 1, 27 York St, Subiaco WA 6008

PO Box 117, Subiaco WA 6904

P +61 8 9388 2436

F +61 8 9381 9279

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Documents

SfflftEOt vari F SERPENTINE JARRAHDALE€¦ · (POS) will accommodate a greater diversity of lot types across The Glades estate and, consequently, provide for a broader range of housing