STRUCTURE PLAN
AMENDMENT REPORT
DAYTON LOCAL STRUCTURE PLAN NO.2B
LOTS 30, 31, 88 & 89 SAM ROSA PLACE, DAYTON
CITY OF SWAN
July 2016
PREPARED BY:
LOTS 30, 31, 88 & 89 SAM ROSA PLACE, DAYTON
City of Swan
DAYTON LOCAL STRUCTURE PLAN NO.2B
AMENDMENT REQUEST
Issue 1: July 2016
Prepared for:
St. Leonards Estate Pty Ltd
Prepared by:
Burgess Design Group
101 Edward Street, Perth, 6000
PO Box 8779, Perth Business Centre, W.A., 6849
Telephone:
(08) 9328 6411
Facsimile:
(08) 9328 4062
Website:
www.burgessdesigngroup.com.au
Email:
[email protected]
Project Planner:
Mark Szabo
Job code:
ASP WES LSP2B
File reference:
160727RLGA_Amendment Report (v1)
Revision No:
-
Quality Assurance
Issue/Version:
Date:
Author:
Reviewer:
1
27/07/2016
Zarina MacDonald
Mark Szabo
TABLE OF CONTENTS
1.
Introduction ........................................................................................................................................ 3
1.1
SITE DETAILS ....................................................................................................................... 3
1.2
PROPONENT........................................................................................................................ 3
1.3
PLANNING FRAMEWORK......................................................................................................... 4
1.4
METROPOLITAN REGION SCHEME ............................................................................................. 4
1.5
LOCAL PLANNING SCHEME NO.17 ............................................................................................. 4
1.6
WEST SWAN EAST DISTRICT STRUCTURE PLAN (DSP) ..................................................................... 4
1.7
LOCAL STRUCTURE PLAN NO.2B ............................................................................................... 4
1.8
LIVEABLE NEIGHBOURHOODS (LN) ............................................................................................ 4
2.
Site Analysis ........................................................................................................................................ 5
2.1
TOPOGRAPHICAL FEATURES ..................................................................................................... 5
2.2
NATIVE VEGETATION AND FAUNA ............................................................................................. 5
2.3
SERVICE INFRASTRUCTURE....................................................................................................... 5
2.3.1
Western Power Electricity Supply .............................................................................5
2.3.2
Water Corporation ...................................................................................................5
2.3.3
Stormwater Management ........................................................................................5
2.3.4
Telecommunications ................................................................................................5
2.3.5
Gas ...........................................................................................................................6
2.4
BUSHFIRE PRONE AREA – AS 3959 CONSTRUCTION ZONE ............................................................... 6
3.
Amendment Proposal ......................................................................................................................... 7
4.
Conclusion .......................................................................................................................................... 9
LIST OF APPENDICES
Appendix 1
Appendix 2
Proposed Modified Local Structure Plan 2B
Urban Water Management Plan - Stages 1U, 1V, 1W and 1X
BURGESS DESIGN GROUP town planning + urban design
1.
LOCAL STRUCTURE PLAN AMENDMENT REQUEST
INTRODUCTION
This amendment to Dayton Local Structure Plan No.2B (LSP2B) proposes to modify the land
use classifications of Lots 30, 31, 88 & 89 Sam Rosa Place, Dayton (the subject land) depicted
as ‘Public Open Space/Drainage’ (E-POSF05) and ‘Residential’ with an assigned density coding
of R20. The amendment also proposes to modify the road layout over the subject land, as
shown on Appendix 1 – Proposed Modified Local Structure Plan 2B.
Pursuant to the Planning and Development (Local Planning Schemes) Regulations 2015
Schedule 2 Part 4 Clause 29 (1) ‘A structure plan may be amended by the Commission at the
request of the local government or a person who owns land in the area covered by the plan.’
The following report provides an overview of the site characteristics, local context and
provides the rational for the proposed structure plan amendment.
1.1
Site Details
The subject site comprises four (4) land holdings that can be legally described as:




Lot 30 on Plan 18486 Volume: 1936 Folio: 624;
Lot 31 on Plan 18486 Volume: 1936 Folio: 625;
Lot 88 on Diagram 92336 Volume: 2097 Folio: 719; and,
Lot 89 on Plan 92336 Volume: 2097 Folio: 720.
The total land area is 7.2765ha.
1.2
Proponent
This structure plan modification has been prepared on behalf of St Leonards Estate Pty Ltd,
the registered landowners of Lot 31 San Rosa Place, Dayton, through their Project Managers,
Progress Developments.
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BURGESS DESIGN GROUP town planning + urban design
1.3
Planning Framework
1.4
Metropolitan Region Scheme
LOCAL STRUCTURE PLAN AMENDMENT REQUEST
The subject land is zoned ‘Urban’ under the Metropolitan Region Scheme (MRS).
1.5
Local Planning Scheme No.17
The subject land is zoned ‘Special Use Zone No.11’ under the City's Local Planning Scheme
No.17 (LPS17). LPS17 stipulates that Council has discretion pursuant to Clause 5A.1.14 to vary
structure plans.
Pursuant to Clause 5A.1.14.1 ‘the local government may vary a structure plan:
a) by resolution if, in the opinion of the local government, the variation does not materially
alter the intent of the structure plan
b) otherwise in accordance with the procedures set out in clause 5A.1.6 onwards.’
As such, the proposed amendment is within the bounds of the planning framework.
1.6
West Swan East District Structure Plan (DSP)
The subject land is situated within the West Swan East District Structure Plan (DSP) which was
endorsed by the WA Planning Commission in February 2011, and provides the framework and
guidance for the preparation of Local Structure Plans in the area.
1.7
Local Structure Plan No.2B
The subject land is included within LSP2B, and is classified as ‘Public Open Space/Drainage’
(EPOSF05) and ‘Residential R20’. LSP2B has been adopted by the City and was endorsed by
the WAPC in May 2014.
1.8
Liveable Neighbourhoods (LN)
The City of Swan, pursuant to LPS17 Clause 10.2 (e) is to have due regard to any relevant
policy or strategy of the Commission and any relevant policy adopted by the Government of
the State.
Liveable Neighbourhoods (LN) adopted by the WAPC applies to structure planning and
subdivision considerations. LN specifies that 10 per cent of urban land should be provided for
Public Open Space (POS).
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BURGESS DESIGN GROUP town planning + urban design
2.
SITE ANALYSIS
2.1
Topographical Features
LOCAL STRUCTURE PLAN AMENDMENT REQUEST
RPS conducted an Environmental Assessment Report as part of the preparation of the DSP.
The report confirmed that the subject site is generally flat with slight grades toward the south
western corner, with levels around 20 metres AHD in the north western corner to 16 metre
AHD in the south western corner.
2.2
Native Vegetation and Fauna
The subject site has no significant remnant vegetation, or rare or threatened species of flora
or fauna requiring protection.
2.3
Service Infrastructure
2.3.1 Western Power Electricity Supply
Existing power services are available within the vicinity of the site as follows:


Existing aerial LV is available on a number of roads within the subject site including
Arthur Street, Cranleigh Street, Harrow Street, Victoria Road and Marshall Road.
New underground infrastructure has been constructed.
2.3.2 Water Corporation
Major external infrastructure includes:


A 600mm-diameter service located near the intersection of Lord Street reservation
south and Patricia Street, west southwest of the proposed development; and
A 250mm-diameter service located near the intersection of Arthur Street and Marshall
Road.
2.3.3 Stormwater Management
An addendum has been prepared to the Urban Water Management Plan (UWMP) to reflect
the proposed Local Structure Plan modifications. The St Leonards Estate, Dayton: Stages 1U,
1V, 1W and 1X UWMP prepared by JDA in June 2016 indicates that the subject site falls within
Sub-catchment CR4a. The POS within Catchment CR4a has been shifted southwards adjacent
to Sam Rosa Place. Storm water generated within Catchment CR4a will now discharge into
the Catchment WS4b drainage swale rather than the Cranleigh St Drainage Pipe (refer
Appendix 2).
2.3.4 Telecommunications
Telecommunications services are planned through the National Broadband Network system
(NBN) Plans are to be submitted to NBN once the electrical layout for the development has
been prepared. The network and system upgrades will then be determined, with plans
produced by NBN and a construction programme agreed upon to suit the development works.
All system upgrade costs and external reticulation requirements will be paid for in‐full by the
developer. This is to be completed at subdivision stage.
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BURGESS DESIGN GROUP town planning + urban design
LOCAL STRUCTURE PLAN AMENDMENT REQUEST
2.3.5 Gas
Existing services are available within the vicinity of the site. It is expected that connection to
existing gas assets will be via a Pressure Reducing Valve onto existing major infrastructure
assets in the Marshall Road reservation as per LSP 1.
2.4
Bushfire Prone Area – AS 3959 Construction Zone
The subject site is not designated as bushfire prone by the Fire and Emergency Services (FES)
Commissioner as highlighted on the Map of Bush Fire Prone Areas.
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BURGESS DESIGN GROUP town planning + urban design
3.
LOCAL STRUCTURE PLAN AMENDMENT REQUEST
AMENDMENT PROPOSAL
This Structure Plan Amendment proposes to modify the land use classifications over various
portions of Lots 30, 31, 88 and 89 Sam Rosa Place, Dayton shown as ‘Public Open
Space/Drainage’ (E-POSF05) to ‘Residential R20’ (refer Appendix 1 – Proposed Modified Local
Structure Plan 2B). This modification will allow for residential subdivision to be undertaken
within the new ‘Residential R20’ boundaries.
The amendment also proposes to modify the land use classifications of various portions of
land shown as ‘Residential R20’ to ‘Public Open Space/Drainage’ as depicted in Appendix 1 –
Proposed Modified Local Structure Plan 2B.
Additionally, the amendment will modify the internal road layout to facilitate the proposed
land use changes. The proposed road layout will provide a permeable, efficient and legible
road layout that interconnects with the constructed road pattern in the LSP2B area.
POS Supply
The provision of Public Open Space is consistent with the Liveable Neighbourhoods
requirements to provide 10 percent of the gross residential area for POS. Given there is no
significant remnant vegetation, rare or threatened species of flora or fauna requiring
protection within the current the current ‘POS/Drainage’ area that needs to be retained, an
equivalent area of the current ‘POS/Drainage’ has been provided adjacent to Sam Rosa Place.
The reconfigured POS area retains a similar amount of land as shown on the endorsed LSP2B
and will contribute to the overall open space requirements in accordance with the LSP2B.
Under the approved LSP2B the ‘POS/Drainage’ (E-POSF05) is 1.3843ha. The proposed POS
area is 1.4202ha. As such, the proposed amendment does not alter the intent of LSP2B given
it provides a similar amount of POS. The increase in the size of the POS area is consistent with
the intent of LSP2B.
The proposed amendment is required to relocate the ‘Public Open Space/Drainage’ area over
the majority of Lot 31. This will enable St Leonards Estate Pty Ltd to construct the required
drainage catchment CR4a as specified in the revised UWMP. It should be noted the
construction of the drainage catchment is required to progress the development of not only
the amendment area but other approved subdivision stages. The current POS/drainage area
is located over two (2) lots in different landownership and cannot be constructed as the other
landowners are not in a position to develop their land in the short term.
Whilst it is acknowledged that Development Contribution Plan DCA 2 - Dayton would address
the apportionment of costs, there is no specific timeframe for the POS/Drainage area to be
constructed. This has significant implications given the development of approved subdivision
stages are conditional on the construction of drainage catchment CR4a.
Modified Road Layout
The proposed amendment modifies the road layout. The layout is considered to offer
improved access and minimises the need for land exchange between landowners. All
proposed road reserves are 15.4 metre widths, identical to those approved under the current
LSP2B, and consistent with requirements prescribed by LN and the DSP.
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BURGESS DESIGN GROUP town planning + urban design
LOCAL STRUCTURE PLAN AMENDMENT REQUEST
The proposed amendment facilitates the design and creation of more regular shaped lots and
ensures that each lot is provided with adequate road frontage. The reconfiguration of the
road layout also maximises the ability for land owners to develop independently.
Residential R20 density
The Scheme Amendment proposes to classify the subject land as ‘Residential R20’ as depicted
in Appendix 1 – Proposed Modified Local Structure Plan 2B. In accordance with the
Residential Design Codes, in areas coded R20, the minimum site area per dwelling is 350m2,
and the average is 450m2. The ‘Residential R20’ classification is consistent with the intent of
LSP2B to provide a mix of housing types within the structure plan area.
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BURGESS DESIGN GROUP town planning + urban design
4.
LOCAL STRUCTURE PLAN AMENDMENT REQUEST
CONCLUSION
The proposed amendment to modify the classification of Lots 30, 31, 88 & 89 Sam Rosa Place,
Dayton from ‘Public Open Space/Drainage’ to ‘Residential R20’ is consistent with the
objectives of the LSP2B.
The proposed amendment incorporates modifications to the road layout to facilitate the
creation of more regular shaped lots that are a depth and length that is suitable to the current
market. The modified layout also maximises the ability for land owners to develop
independently.
The relocation of the ‘Public Open Space/Drainage’ area is necessary to progress the
development of approved subdivision stages and the amendment area. The current location
of the POS/Drainage area is considered to create delays in the delivery of houses to the
market given it is designated over two separate lots in different ownership (with one owner
currently not in a position to develop their land). As such, the amendment proposes to
relocate the majority of the POS/Drainage area to Lot 30 to enable St Leonards Estate Pty Ltd
to construct the entire POS and drainage catchment in a timely manner.
Overall, the proposed amendment reflects the orderly and efficient use of land and
infrastructure and the City's support is respectfully requested in this regard.
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Appendix 1:
Proposed Modified
Local Structure Plan 2B
R30
Street
Cranleigh
Street
Cranleigh
15.4m Road Reserve
R 20
1.3843ha
15.4m Road Reserve
15.4m Road Reserve
R20
Public Open
Space / Drainage
R20
R 20
R20
R20
Public Open
Public
Open
Space
/RDrainage
20
Space1.3843ha
/ Drainage
1.3843ha
15.4m Road Reserve
ve
eser
R
oad
mR
15.4
rve
Rese
12.3m Road Reserve
Road
Public
Open
Space /
Drainage
1.4202ha
R20
ve
r
Rese
R 20
rve
Rese
R 20
Road
m
15.4
d
Roa
a
ang
Wun ad
Ro
15.4m
R20
a
ang
W un d
a
o
R
R20
15.4m
R20
15.4m Road Reserve
e
serv
d Re
oa
mR
15.4
15.4m Road Reserve
EXISTING ROAD RESERVE
TO BE CLOSED
Sa
m
Sa
R20
m
itor
Mon
Way
Ro
sa
Place
R20
CURRENT STRUCTURE PLAN
sa
Macra
ndra
Way
Ro
Macra
ndra
Way
itor
Mon
a
W y
R20
Area Subject To Modification
R20
MODIFIED STRUCTURE PLAN
Place
R20
R20
STRUCTURE PLAN LEGEND
Residential Zone
Public Open Space
D
Public Purposes
D - Drainage
Indicative Carriageway
All areas and dimensions are subject to survey, engineering and detailed design
Shared Path
and may change without notice.
MODIFIED LOCAL STRUCTURE PLAN 2B
STAGE 1U, LOTS 31 & 89 SAM ROSA PLACE
NORTH
0
20
40
60
80
100m
DAYTON
SCALE 1:2000 (A3)
Plan No: ASP WES 9-02
02.05.16
Date:
Client: STLE
Planner: JB/MB
CITY OF SWAN
Appendix 2:
Urban Water Management Plan
Stages 1U, 1V, 1W and 1X
DRAFT
St Leonards Estate Pty Ltd
St Leonards Estate, Dayton: Stages 1U, 1V, 1W and
1X
Urban Water Management Plan
June, 2016
Suite 1/27 York St, Subiaco WA 6008 l PO Box 117, Subiaco WA 6904
T +61 (08) 9388 2436 F +61 (08) 9381 9279 W jdahydro.com.au
St Leonards Estate, Dayton
JDA Stages 1U, 1V, 1W and 1X - 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) referred to as ARR.
Engineers Australia released a partial update to ARR in December 2015. The completed version of ARR 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 ARR may include information which may require this Report to be revised.
Document Version No.
J6054a - DRAFT
Name
J6054a – DRAFT
Issue Date
03/06/2016
Signature
Date
Author
Sarah Carr
03/06/2016
Checked by
Scott Wills
03/06/2016
Approved by
John Barnett
03/06/2016
03 June 2016
i
St Leonards Estate, Dayton
JDA Stages 1U, 1V, 1W and 1X - UWMP
CONTENTS
1
EXECUTIVE SUMMARY .................................................................................................................... 1
2
PROPOSED SUBDIVISION ................................................................................................................ 3
3
PLANNING APPROVALS ................................................................................................................... 4
6.1
6.2
6.3
7
3.1
3.2
3.3
4
6
8
CLIMATE .......................................................................................................................................... 5
TOPOGRAPHY AND SOILS .................................................................................................................... 5
ACID SULPHATE SOILS ........................................................................................................................ 6
WETLANDS ...................................................................................................................................... 6
SURFACE HYDROLOGY ........................................................................................................................ 6
GROUNDWATER HYDROLOGY .............................................................................................................. 7
Groundwater levels ............................................................................................................. 7
Groundwater Quality .......................................................................................................... 8
DRAINAGE DISCHARGE CRITERIA .......................................................................................................... 9
DESIGN CAPACITY .............................................................................................................................. 9
CATCHMENT RUNOFF PARAMETERS .................................................................................................... 10
CATCHMENT OUTLET ARRANGEMENT ................................................................................................. 11
Connections to Malvern St Drain ....................................................................................... 11
Connections to Sam Rosa Place ......................................................................................... 11
MINOR DRAINAGE SYSTEM ............................................................................................................... 12
MAJOR DRAINAGE SYSTEM ............................................................................................................... 12
LOT FINISHED LEVELS RELATIVE TO STORMWATER ................................................................................. 12
WATER QUALITY MANAGEMENT ........................................................................................................ 15
Non- Structural Controls.................................................................................................... 15
Structural Controls ............................................................................................................ 15
9
PUBLIC OPEN SPACE ........................................................................................................................ 18
RESIDENTIAL LOTS ........................................................................................................................... 18
UWMP IMPLEMENTATION PLAN ................................................................................................... 18
8.1
8.1.1
8.1.2
8.2
8.3
8.4
8.5
8.5.1
8.5.2
8.5.3
8.6
STORMWATER MANAGEMENT ....................................................................................................... 9
5.1
5.2
5.3
5.4
5.4.1
5.4.2
5.5
5.6
5.7
5.8
5.8.1
5.8.2
WATER EFFICIENCY MEASURES ...................................................................................................... 18
7.1
7.2
EXISTING SITE CHARACTERISTICS..................................................................................................... 5
4.1
4.2
4.3
4.4
4.5
4.6
4.6.1
4.6.2
5
REGIONAL PLANNING ......................................................................................................................... 4
LOCAL STRUCTURE PLAN ..................................................................................................................... 4
SUBDIVISION APPROVAL ..................................................................................................................... 4
LOT FINISHED LEVELS RELATIVE TO GROUNDWATER ............................................................................... 16
GROUNDWATER LEVELS.................................................................................................................... 16
GROUNDWATER QUALITY MANAGEMENT ............................................................................................ 17
CONSTRUCTION MANAGEMENT ......................................................................................................... 18
Dewatering ....................................................................................................................... 18
Acid Sulphate Soils ............................................................................................................ 18
TEMPORARY DRAINAGE .................................................................................................................... 18
SEDIMENT CONTROL ........................................................................................................................ 19
MAINTENANCE ............................................................................................................................... 19
MONITORING ................................................................................................................................. 20
Hydraulic Performance Monitoring ................................................................................... 20
POS Usability - Surface Water Quality Monitoring ............................................................ 20
POS Usablity Contingency Planning .................................................................................. 20
RESPONSIBILITIES AND FUNDING ........................................................................................................ 21
REFERENCES .................................................................................................................................. 22
GROUNDWATER MANAGEMENT ................................................................................................... 16
J6054a- DRAFT
03 June 2016
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St Leonards Estate, Dayton
JDA Stages 1U, 1V, 1W and 1X - UWMP
LIST OF TABLES
11. Estimated Post-Development Groundwater Contours
1.
Summary of the Development Design and Compliance to Criteria
12. Temporary Drainage Design
2.
Summary of Responsibilities and Funding
APPENDICES
3.
Land Use Breakdown of Study Area
A.
(enclosed CD) Geotechnical Investigation (Douglas Partners, 2014)
4.
Groundwater levels
B.
JDA Bore Logs
5.
Average Groundwater Quality Values
C.
XP-SWMM Modelling Assumptions
6.
Revision of LWMS Catchment Areas and Peak Outflows
D.
MODFLOW modelling results
7.
Runoff Model Used for Major and Minor Runoff Calculations
8.
Land Use Breakdown
E.
Groundwater Licence (GWL161710(6))
9.
Catchment Stormwater Storage Requirements
10. MODFLOW Modelling Parameters
11. Stage 1X Water Balance
12. Maintenance Schedule for Drainage Infrastructure
13. Contingency Planning
14. Roles and Responsibilities for Implementation of UWMP
LIST OF FIGURES
1.
Location and Land Use
2.
Subdivision Approval
3.
Topography and Soils
4.
Wetlands and Acid Sulphate Soils
5.
Design Groundwater Levels
6.
Groundwater Quality Monitoring Bores
7.
Downstream Stormwater Connection
8.
Malvern St Drain Stormwater Management
9.
Stormwater Storage Detail
10. Biofiltration Structure Detail (DoW, 2011) – Vegetated Treatment Zones
J6054a- DRAFT
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St Leonards Estate, Dayton
JDA Stages 1U, 1V, 1W and 1X - UWMP
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
DWMP Objective
LWMS Criteria
Elements
Water Supply
 The State Water Plan target for water  Aim to achieve the State Water Plan target for water use of
and
use of 100kL/person/yr with no more
100kL/person/yr.
Conservation
than 60kL/person/yr of scheme water
 Consider alternative fit for purpose water sources where
appropriate and cost-effective.
 Consider alternative fit for purpose
water sources where appropriate and
cost-effective.
Stormwater
 Post-development critical 1yr ARI peak  Post-development 1yr 1hr ARI and 100yr ARI peak flow shall be
Management
flow and volume and the 100yr ARI
consistent with pre-development peak flow at the discharge
peak flow shall be consistent with prepoint of each sub-catchment and discharge points of all
development peak flow at the
subdivisions into waterways.
discharge point of each sub-catchment  All 1yr 1hr ARI event runoff be infiltrated at source where
and discharge points of all subdivisions
possible.
into waterways. Use of detention  Waterway alignment or profile modification may be carried out if
storages to control flows.
the pre-development hydraulic capacity has been maintained.
 All 1yr 1hr ARI event runoff be  Manage surface water flows from major events to protect
infiltrated at sources where possible.
infrastructure and assets from flooding and inundation.
 Protection of wetlands and waterways
from the impacts of urban runoff.
Groundwater
Management
Water Quality
Construction
Management
J6054a- DRAFT
 Protection of infrastructure and assets
from inundation by high seasonal
groundwater levels, perching and/or
soil moisture.
 Managing and minimising changes in
groundwater
levels
following
development.
 Implementation of best management
practices, promoting on-site retention
of events up to the 1yr 1hr ARI.
 Maintain groundwater quality at predevelopment levels.
 Managing and minimising changes in groundwater levels and
groundwater quality following development.
 Subsurface drainage (sub soil) and drainage infrastructure set at
or above agreed AAMGL (the design groundwater level),
although existing inverts below this level may remain.
 Installed sub soil drainage outlets to be free draining.
 Treatment provided for sub soil discharge.
 Establishment of 1yr 1hr ARI treatment zones sized to treat a
minimum of 2% of connected impervious area.
 Non-structural measures to reduce applied nutrient loads.
 Maintain groundwater quality at pre-development levels (median
winter concentrations) and, if possible, improve the quality of
water leaving the development area to maintain and restore
ecological systems.
UWMP Design
 All houses to be built to 6 star building standards and include water efficient fixtures and fittings.
 POS irrigation using fit for purpose groundwater.
 Local native plants will constitute a minimum of 50% of landscape and streetscape treatment.
 Catchment CR4a drainage design adopts a peak outflow rate consistent with pre-development flow
rates for the 1yr 1hr ARI and 100yr ARI. Discharge is to Sam Rosa Place drainage swale as defined in
the West Swan East Local Water Management Strategy (LWMS) (JDA, 2014).
 Flow rates from Catchments CR4a, MS2a, MS2b and WS4b have been revised from those shown in
the LWMS (JDA, 2014).
 Detention storage of rainfall events up to the 100yr ARI provided for all catchments.
 The stormwater pipe system will convey up to the 5yr ARI and discharge to the vegetation treatment
zone designed to treat a minimum 2% of the connected impervious catchment.
 Temporary staged drainage works identified in Section 8.2.
 Water safety audit required to the satisfaction of the City of Swan.
 Lots filled and sub soil pipes laid at design groundwater level within the road network.
 A sub soil drainage system will be laid separate to the stormwater pipe system. The sub soil pipe
system will be consistent with City’s standard specifications.
 Sub soil discharge from the site will be conveyed through a vegetated treatment swale prior to
discharge from the site.
 Finished lot levels a minimum of 1 m above estimated post-development groundwater level.
 Structural and non-structural controls used to form a treatment train approach for water quality
management.
 A trash rack will be installed at the vegetated treatment basin outlet to prevent rubbish leaving the
basin.
 The 1yr 1hr ARI storages will be vegetated to function as a treatment zone. The system will be
underlain with 0.5m of amended soil PRI≥10. The soil installed will have a saturated hydraulic
conductivity of between 2 to 7 m/day. .
 Ultimate drainage from Catchments CR4a and MS2a will be stored in the POS. If the area is not
defined as POS in the current application, as a temporary measure stormwater will be stored in an
interim basin within the Study Area. The interim basin will be extinguished on creation of the POS.
Catchment MS2b will discharge unattenuated into the Malvern St Drain as per the ultimate design.
03 June 2016
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St Leonards Estate, Dayton
JDA Stages 1U, 1V, 1W and 1X - UWMP
TABLE 1 Continued
Key UWMP
Elements
Monitoring
DWMP Objective
LWMS Criteria
 Monitoring of POS usability for 3 years.
 Quarterly monitoring of groundwater and monthly winter surface
water quality monitoring for 5 years.
UWMP Design
 Monitoring of POS useability for 3 years.
Table 2: Summary of Responsibilities and Funding
Management Issue
Stormwater storage landscape design water safety audit.
Construction of the vegetated storage.
Construction of detention storage.
Construction of irrigation system.
Construction of street drainage.
Stormwater and subsoil drainage defects liability period
Twelve months (period between a successful Practical Completion Inspection and a defects inspection with written confirmation of City acceptance).
Ongoing (from notification of City acceptance).
Planted swale/storage defects liability period
Two years (period between a successful Practical Completion Inspection and a defects inspection with written confirmation of City acceptance).
Ongoing (from notification of City acceptance).
Management of Stormwater Storage Landscaping
Three years (period between a successful Practical Completion Inspection and a successful handover meeting with written confirmation of City acceptance).
Ongoing (from notification of City acceptance).
Irrigation system management
Two years (period between a successful Practical Completion Inspection and a successful handover meeting with written confirmation of City acceptance).
Ongoing (from notification of City acceptance). One pump service completed prior to handover.
Street Sweeping
Period up to the successful Practical Completion of civil works.
Ongoing (from notification of City acceptance).
Prepare and submit a water quality monitoring report for post-development monitoring after 3 years.
J6054a – DRAFT
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Developer
City of Swan
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03 June 2016
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St Leonards Estate, Dayton
JDA Stages 1U, 1V, 1W and 1X - UWMP
2 PROPOSED SUBDIVISION
Stages 1U, 1V, 1W and 1X (herein referred to as the Study Area) is located within the north east corridor of
the Perth Metropolitan Region, approximately 22 km north east of the Perth Central Business District
(Figure 1). The West Swan East development area totals 254 ha, with the Study Area totalling 10.40 ha.
The Study Area offers 5.15 ha of residential lots, with an average lot size of approximately 350 m2. Public
Open Space (POS) located within the Study Area will be used for both community and drainage functions.
A summary of the land use areas within the Study Area is presented in Table 3.
TABLE 3: LAND USE BREAKDOWN OF STUDY AREA
Land Use
Study Area
(ha)
Residential Lots
5.15
Roads
3.15
Public Open Space
1.35
Power Reserve
0.75
Total
10.40
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St Leonards Estate, Dayton
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3 PLANNING APPROVALS
3.1 REGIONAL PLANNING
The Study Area lies within the West Swan East District Structure Plan Area. In 1995 the regional drainage
strategy for the North East Corridor was developed (GB Hill and Partners, 1995). The strategy outlined the
development areas proposed within the Corridor (including the Study Area) and the management approach
for groundwater and drainage constraints.
The (then) Water and Rivers Commission (now DoW) appointed GHD in 2002, to undertake a review of this
strategy. The North East Corridor Urban Water Management Strategy (UWMS) was completed by GHD
(2006).
The West Swan East development area is zoned Urban under the Metropolitan Regional Scheme (WAPC,
2008).
As part of the Better Urban Water Management (BUWM) planning process, the Swan Urban Growth
Corridor Drainage and Water Management Plan (DWMP), was prepared by the Department of Water (DoW,
2009). The DWMP provides a summary of the key design concepts provided in the UWMS that are relevant
to the West Swan development. The UWMS also outlines further background information for the Study
Area and the LWMS design objectives.
3.2 LOCAL STRUCTURE PLAN
The Study Area is located within the LSP2B and LSP4 Local Structure Plan (LSP) areas of the District Structure
Plan (Figure 2).
The LWMS is consistent with the North East Corridor UWMS (GHD, 2006), prepared on behalf of DoW as the
overarching regional drainage strategy for the area. It is also consistent with the requirements of the Swan
Urban Growth Corridor DWMP (DoW, 2009) and provides an appropriate level of detail to support both the
District Structure Plan and individual Local Structure Plans for West Swan East.
This document is consistent with the LWMS 2nd Revision (JDA, 2014) and the proposed LSP2B amendment.
3.3 SUBDIVISION APPROVAL
This report has been prepared to satisfy the expected subdivisional conditions for Stages 1U, 1V, 1W and
1X. A subdivisional application is expected to be submitted in the next few months.
J6054a – DRAFT
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St Leonards Estate, Dayton
JDA Stages 1U, 1V, 1W and 1X - UWMP
4 EXISTING SITE CHARACTERISTICS
4.1 CLIMATE
The metropolitan region of Perth is characterised by a Mediterranean climate with warm dry summers and
cool wet winters. The long term average annual rainfall (1970 to 2014) from the nearby Midland Rainfall
Station (Site No 009025) is 700 mm.
The average annual pan evaporation for West Swan is approximately 2,080 mm (Luke et al, 1988).
4.2 TOPOGRAPHY AND SOILS
Topography in the Study Area generally grades to the east with a high point of 17.0 mAHD at the western
boundary of the Study Area and a low point of 15.0 mAHD at the eastern boundary of the Study Area.
The soils over the Study Area are classified by Gozzard (1986) as Bassendean Sands (S8, S10) overlying
Guildford Formation (Mgs1). Bassendean Sands are characterised by light grey to yellow, fine to mediumgrained, sub-rounded quartz of aeolian origin.
Douglas Partners completed a geotechnical investigation for the whole Study Area in 2014 (Douglas
Partners, 2014) (Appendix A). The investigation included a total of 36 test pits (TP01 to TP36) installed to a
maximum depth of approximately 3.30 m (Figure 3). The ground conditions were split into two distinct
areas, Area 1 included Stage 1U and Area 2 included Stages 1V, 1W and 1X.
The general ground conditions in Area 1 consist of imported sand fill and rubble overlying dense to very
dense sandy clays and mottled clayey sands. Ground conditions at Area 2 generally consist of gravelly sands
overlying loose to medium dense grey brown sands.
Results of the geotechnical report are consistent with mapping completed by Gozzard (1986).
geotechnical report has been attached as Appendix A.
J6054a – DRAFT
The
03 June 2016
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St Leonards Estate, Dayton
JDA Stages 1U, 1V, 1W and 1X - UWMP
4.3 ACID SULPHATE SOILS
Regional Acid Sulfate Soil (ASS) Risk Mapping (DEC, 2010) is shown on Figure 4 and classifies the northern
portion of the Study Area as moderate to low risk of ASS forming within the first 3 m of soil from surface. A
small portion at the southern boundary of the Study Area has been classified as high to moderate risk of ASS
occurring within 3 m of soil from surface.
4.4 WETLANDS
The DEC Geomorphic Wetland Mapping of the Swan Coastal Plain (DEC, 2013) identifies a Multiple Use
category palusplain wetland covering the southern portion of the Study Area (DEC identifier ‘UFI 15511’)
(Figure 4). The Multiple Use category does not preclude urban development.
4.5 SURFACE HYDROLOGY
The existing major surface water features found within the Study Area includes the Multiple Use wetland
covering the southern portion of the Study Area and a degraded drain within the Malvern St reserve along
the eastern boundary of the Study Area (Figure 4).
J6054a – DRAFT
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St Leonards Estate, Dayton
JDA Stages 1U, 1V, 1W and 1X - UWMP
4.6 GROUNDWATER HYDROLOGY
Regional groundwater flow direction is to the south-east towards the Swan River
4.6.1
GROUNDWATER LEVELS
JDA installed 8 groundwater monitoring bores (UX1 to UX8) and Emerge installed 3 groundwater monitoring bores
(MWA to MWC) as part of wider groundwater level investigations. The bores were installed June and August 2015
to confirm groundwater levels within the Study Area.
To correlate the water levels recorded in groundwater monitoring bores on 24 September 2015 to long-term
groundwater measurements, water levels were also recorded in DoW monitoring bore MM48, located at the
corner of Blundell and Cranleigh St. The bore has long-term records spanning from 1975 to present. The average of
the annual groundwater peaks (AAMGL) over the period 1977 to 2013 for DoW bore MM47 is calculated to be
17.86 mAHD. The water level measured on 24 September was 0.85m below the AAMGL. This difference was used
as the correction value applied to groundwater levels on 24/9/15 to determine the estimated AAMGL’s across the
site, as shown on Figure 5 and presented in Table 4.
Due to the arterial drainage within the LWMS Study Area the estimated pre-development AAMGL is
representative of a Controlled Groundwater Level (CGL).
TABLE 4: GROUNDWATER LEVELS
Top of Casing
(mAHD)
Natural Surface
(mAHD)
Water Level
24/09/2015 (mAHD)
Pre-Development
AAMGL (mAHD)
UX01
16.32
15.82
14.31
15.16
UX02
16.42
15.91
14.78
15.63
UX03
17.23
16.23
15.54
16.39
UX04
18.41
17.82
16.25
17.10
UX05
23.67
23.12
16.80
17.65
UX06
20.96
20.14
17.33
18.18
UX07
25.94
25.45
17.21
18.06
UX08
22.68
22.03
17.55
18.40
MW01
23.66
23.15
17.03
17.88
MW02
22.37
21.91
16.96
17.81
MW03
22.39
22.02
16.89
17.74
JDA Bore
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St Leonards Estate, Dayton
JDA Stages 1U, 1V, 1W and 1X - UWMP
4.6.2
GROUNDWATER QUALITY
Pre-development groundwater quality monitoring was completed quarterly by JDA from July 2005 to
December 2006 (JDA, 2007) in 7 spatially distributed monitoring bores (AS1 to AS7). The closest
groundwater quality monitoring bores (AS1 and AS2) are shown on Figure 6 with average water quality
results for West Swan East presented in Table 5.
TABLE 5: AVERAGE GROUNDWATER QUALITY VALUES
Parameter
Swan Canning
WQIP
Groundwater Monitoring Summary
Samples
Min
Max
Median
Mean
5.45
Groundwater Bore AS1
Physical Properties
pH
-
6
5.36
5.64
5.42
EC (ms/cm)
-
6
2.43
5.82
3.3
3.81
TDS (mg/L)
-
6
2200
3400
2550
2616
1.0
6
4.1
7.0
5.9
5.85
TKN (mg/L)
-
6
4.1
7.0
5.8
5.81
NOx-N (mg/L)
-
6
0.01
0.06
0.05
0.04
Ammonia - N (mg/L)
-
6
1.5
2.1
1.8
1.75
0.1
6
0.05
0.41
0.12
0.18
-
6
0.037
0.11
0.05
0.06
Nutrients
Total N (mg/L)
Total P (mg/L)
PO4-P (FRP) (mg/L)
Groundwater Bore AS2
Physical Properties
pH
-
6
5.57
7.00
5.77
6.06
EC (ms/cm)
-
6
0.28
1.27
0.43
0.57
TDS (mg/L)
-
6
180
1500
470
764
1.0
6
3.2
8.1
7.2
6.2
TKN (mg/L)
-
6
0.81
6.10
2.60
3.00
NOx-N (mg/L)
-
6
0.52
3.87
2.04
2.10
Ammonia - N (mg/L)
-
6
0.05
0.30
0.20
0.19
0.1
6
0.84
3.30
2.00
2.07
-
6
1.00
2.20
1.80
1.66
Nutrients
Total N (mg/L)
Total P (mg/L)
PO4-P (FRP) (mg/L)
The Swan Canning WQIP (SRT, 2009) states a target Total Phosphorus (TP) median concentration of 0.1
mg/L and a Total Nitrogen (TN) median concentration of 1.0 mg/L for the Bennett Brook and Swan River
Catchments. Compared with these targets the median concentrations of TN and TP recorded in the Study
Area are high (highlighted).
The elevated nutrient concentrations probably reflect past and present use of fertilisers throughout the
region.
J6054a – DRAFT
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St Leonards Estate, Dayton
JDA Stages 1U, 1V, 1W and 1X - UWMP
5.2 DESIGN CAPACITY
5 Stormwater Management
The stormwater drainage system is designed to manage a range of rainfall events up to the 100 yr ARI
event.
This chapter describes the ultimate stormwater management plan. Temporary stormwater management for
the Study Area is described in Section 8.1.3.
5.1 DRAINAGE DISCHARGE CRITERIA
To maintain the surface hydrology of the site, POS detention storages (Figure 9) will detain flows up to the
100 yr Average Recurrence Interval (ARI) before discharging to Malvern St Drain (Figure 9).
The major drainage system is designed for rainfall events greater than the 5 yr ARI, up to the 100 yr ARI. The
major system uses overland flow paths, grading to the detention storages located in the lowest point of
each catchment.
The minor drainage system has the capacity for frequent rainfall events up to the 5 yr ARI and includes a
pipe drainage system, soak wells and vegetated treatment zones. The minor drainage system is designed to
also provide the structural controls for water quality treatment for the 1 yr 1 hr ARI storm event.
Discharge from the Study Area will connect to the Swan River, as outlined in the LWMS (JDA, 2014).
Catchment area estimates have been refined from those presented in the LWMS (JDA, 2014). The revised
Catchment boundaries are presented in Table 6 and shown on Figure 6. Table 6 also presents the peak
allowable outflow for Catchments CR4, MS2 and WS4B.
The drainage strategy for Catchments CR4 and MS2 have altered slightly with sub-catchments CR4b
(Upstream of Study Area) and MS2b discharging unattenuated towards Malvern St Drain (Section 5.4). SubCatchment CR4a basin will now discharge south into the Sam Rosa Place swale rather than east along
Cranleigh St.
Peak allowable outflows are detailed in Table 6 and shown on Figure 8.
TABLE 6: REVISION OF LWMS CATCHMENT AREAS AND PEAK OUTFLOWS
Sub-Catchment
Area (ha)
Peak Allowable Outflow (m3/s)
CR4
13.80
0.11
MS2
16.60
0.12
WS4B
6.80
0.202
Total
UWMP
37.20
0.43
Catchment
LWMS
CR4a
15.40
0.12
CR4b
1.00
0.011
MS2a
13.90
0.10
MS2b
2.75
0.021
WS4B
4.80
0.142
Total
37.85
0.39
CR4
MS2
Note –
1Actual
2Peak
peak outflow is unattenuated. Flows will be controlled downstream within Malvern St Drain.
outflow consistent with peak 100yr ARI outflow presented in the Stages 1J to 1N UWMP (JDA, 2013)
J6054a – DRAFT
03 June 2016
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St Leonards Estate, Dayton
JDA Stages 1U, 1V, 1W and 1X - UWMP
5.3 CATCHMENT RUNOFF PARAMETERS
A breakdown of the runoff coefficients for each land use, within the Study Area, is presented in Table 7 with
land use areas presented in Table 8 and shown on Figure 7.
All lots within the Study Area will use soak wells with capacity to infiltrate the 1yr 1hr ARI storm event.
TABLE 7: RUNOFF MODEL USED FOR MAJOR AND MINOR RUNOFF CALCULATIONS
Runoff Coefficient
(%)
10
40
10
80
Land Use
Public Open Space
Lots (R20 to R30)
Utility Reserve
Road Reserve
Initial Loss
(mm)
0
10
16
0
TABLE 8: LAND USE BREAKDOWN
Public
Open
Space
Residential Lots
(R20 to R30)
Utility
Reserve
Road
Reserve
Total
Catchment CR4a
1.40
8.60
1.50
3.90
15.40
Portion of Study Area in
CR4a
1.35
3.05
0.75
1.85
7.00
Catchment MS2a
Catchment
1.00
7.80
1.45
3.65
13.90
Portion of Study Area in
MS2a
-
1.75
-
0.80
2.55
Catchment MS2b
-
1.70
0.15
0.90
2.75
Portion of Study Area in
MS2b
-
0.35
-
0.35
0.70
Catchment WS4b
-
2.95
0.25
1.60
4.8
Portion of Study Area in
WS4b
-
-
-
0.15
0.15
Total Catchment Area
3.75
26.20
3.35
10.05
42.25
Total portion of area in
Study Area
1.35
5.15
0.75
3.15
10.40
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St Leonards Estate, Dayton
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5.4 CATCHMENT OUTLET ARRANGEMENT
5.4.1
CONNECTIONS TO MALVERN ST DRAIN
Stormwater runoff generated within Catchments CR4b and MS2b will discharge unattenuated into the
Malvern St Drain. A drainage assessment of the Malvern St Drain has been completed using surveyed
ground levels and the XP-SWMM model. The drainage assessment confirms there is adequate online
capacity within the drain to accommodate these two small catchments.
Key points of the Malvern St Drain drainage design are outlined as follows:

Due to the sandy soils and depth to groundwater within the Malvern St Drain, a saturated
hydraulic conductivity of 5 m/day has been assumed in the upstream sections of the drain
(Figure 8). The hydraulic conductivity used is a reasonable representation of the sandy soils
found within the Study Area.

A 525 mm orifice plate will need to be fitted on the upstream end of Culvert 4 (Figure 8) to limit
outflow to 0.602 m3/s, the combined allowable outflow rate for the upstream catchments.

Stormwater discharge from Catchment CR4b will flow unattenuated into the Cranleigh St
drainage pipe before discharging into the Malvern St Drain (Figure 8). The Cranleigh St drainage
pipe is sized to convey the 100yr ARI flow.

Stormwater discharge from Catchment MS2b will flow unattenuated directly into the Malvern St
Drain, upstream of Culvert 2 (Figure 8).

Treatment of stormwater for Catchments CR4b and MS2b will occur on line within the Malvern
St Drain via infiltration through the in-situ sandy soils.

Infiltration of stormwater will be more effective in the northern portion of the drain, adjacent to
Catchment MS2b, where depth to groundwater is greater.

The 1yr 1hr ARI outflow from Catchment CR4b is minimal with the Malvern St Drain, upstream of
Culvert 4, capable of infiltrating the additional volume.
Bore locations are shown on Figure 5 and bore logs are attached as Appendix B. The stormwater
management strategy for each catchment is outlined below.
5.4.2
CONNECTIONS TO SAM ROSA PLACE
The POS within Catchment CR4a has been shifted south adjacent to Sam Rosa Pl. Stormwater generated
within Catchment CR4a will now discharge into the Catchment WS4b drainage swale rather than the
Cranleigh St Drainage Pipe.
The 100yr ARI outflow from WS4b has increased to accommodate the additional inflow from Catchment
CR4a. Peak 100yr ARI Top Water Levels within the Sam Rosa Pl swale have not been affected by the
additional inflow (See Section 5.6).
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JDA Stages 1U, 1V, 1W and 1X - UWMP
5.5 MINOR DRAINAGE SYSTEM

POS detention basins for Catchments CR4a and MS2a are designed to provide the required
volume outside of the Malvern St Drain.
Key points for the ultimate design of the minor drainage system are as follows:

Roads graded to direct overland flow to the detention storages.

The road verge adjacent to the detention storages graded to drain flows off the street and into
the storage. To prevent soil erosion, turf reinforcement matting should be provided beneath the
grass where flow is directed off the road into storage areas.

Catchment CR4a 100 yr ARI basin water surface area of 0.41 ha is compatible with the total POS
area of 1.41 ha (Table 8) as shown on Figure 9.

A downstream portion of the Sam Rosa Place swale has been built over by several residential
drive ways. The swale will need to be cleared to allow stormwater to discharge from the site into
the Malvern St Drain.

Residential lot downpipes will be connected to soak wells, installed to City of Swan standards.

The road drainage system is via a road pipe network with the capacity for the 5 yr ARI.

Stormwater generated within Catchments CR4b and MS2b will discharge unattenuated into the
Malvern St Drain. Treatment of stormwater will occur via infiltration throughout the length of
the Malvern St Drain. Stormwater management, including treatment, for the Malvern St Drain is
detailed in Section 5.4.

Catchment WS4b will be treated online within the Sam Rosa Place Swale.

Catchments CR4a and MS2a will be treated within vegetated treatment basins located in the
POS.
Details of the detention storages within Catchments CR4a, MS2a and WS4b are presented in Table 9 and
shown on Figure 9. Modelling assumptions have been attached as Appendix C.

A water safety audit of the Catchments CR4a and MS2a stormwater storage basins will be
completed by landscape architects to the satisfaction of City of Swan.
5.7 LOT FINISHED LEVELS RELATIVE TO STORMWATER

It is recommended trash racks are installed at the outlet of the vegetated treatment basin. The
trash rack will prevent rubbish leaving the vegetated treatment basin so it can be collected as
part of regular maintenance.

Vegetated treatment zones will have a minimum treatment capacity of 2% of the connected
impervious area.
Lot finished levels shall be a minimum of 300 mm above the 100 yr ARI top water level in the nearest
detention storage.
Details of the storage requirements are presented in Table 9 and shown on Figure 9. Specifications for the
vegetated treatment zones are outlined in Section 5.8. Modelling assumptions have been attached as
Appendix C.
5.6 MAJOR DRAINAGE SYSTEM
The hydraulic analysis of the detention storages was completed using the XP-SWMM model using the runoff
coefficients described in Section 5.4.
Key points of the ultimate major drainage system include:

Catchments CR4b and MS2b attenuated and infiltrated online within the Malvern St Drain.
Stormwater management for the Malvern St Drain is detailed in Section 5.4.

Catchment WS4b attenuated online within the Sam Rosa Place road side swale.

Use of POS for Catchments CR4a and MS2a stormwater detention basins (Figure 9).
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St Leonards Estate, Dayton
JDA Stages 1U, 1V, 1W and 1X - UWMP
TABLE 9: CATCHMENT STORMWATER STORAGE REQUIREMENTS
Catchment
CR4a
MS2a
WS4b
ARI
Critical Storm Duration
(hrs)
Critical Storm Duration Runoff
Volume
(m3)
Top Water Level (TWL)
(mAHD)
Ponding Depth
(m)
TWL Surface Area
(m2)
Storage Volume
(m3)
Peak Outflow
(m3/s)
Time to Empty
(days)
100
6
6,450
17.00
1.00
4,095
2,830
0.12
2.0
5
36
6,140
16.60
0.60
3,420
1,325
0.09
1.5
1
1
515
16.30
0.30
1,500
450
0.02
0.5
100
36
12,135
21.00
1.00
6,100
4,210
0.10
2.0
5
36
5,645
20.55
0.55
5,400
1,945
0.07
1.5
1
1
480
20.30
0.30
2,700
810
0.02
0.5
100
1
1,910
15.40
0.60
1,675
440
0.26*
2.0
5
36
3,175
15.05
0.25
1,055
190
0.17*
1.5
1
1
255
14.95
0.15
690
95
0.09*
0.5
*Includes flow from Catchment CR4a
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St Leonards Estate, Dayton
JDA Stages 1U, 1V, 1W and 1X - UWMP
5.8 WATER QUALITY MANAGEMENT
Catchments CR4a and MS2a use a treatment train of structural and non-structural controls including
vegetated treatment zones, native plantings, street sweeping and trash racks.
5.8.1
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:

Local native plants make up a minimum 50% of the planted areas and streetscape treatments.
Any non-local species will be selected for drought tolerance and low fertiliser requirements.

Street sweeping and trash rack eduction co-ordinated with the City of Swan (CoS).

Promotion of local native plants and drought tolerant gardens to lot purchasers via a landscape
package.
5.8.2
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:

The use of vegetated treatment zones located at the low point of the POS detention storages.

The use of open bottom manholes to infiltrate the road runoff where soil permeability and depth
to groundwater permit.
The minimum specifications for all vegetated treatment zones (swales and storages) are shown on
Figure 10.
The vegetated treatment zones should be sized to function correctly with a K (saturated) of 3 m/day.
Research conducted by the Facility for Advancing Water Bio-filtration (FAWB, 2008) indicates that the
desired Ksat is in the range of 2.5 to 7 m/day, to fulfil the drainage requirements as well as retain sufficient
moisture to support the vegetation. The FAWB (2008) research also shows 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.
We would expect bio-retention systems sized to 2% of the connected impervious catchment to function
adequately for period 10 yrs, but the lifespan of the media will vary depending on the hydraulic loading of
the basin. With the correct maintenance and media selection the lifespan may be extended beyond 10 yrs.
J6054a – DRAFT
03 June 2016
15
St Leonards Estate, Dayton
JDA Stages 1U, 1V, 1W and 1X - UWMP
Pre-Development Water Balance
The pre-development water balance assumptions are as follows;
6 GROUNDWATER MANAGEMENT
6.1 LOT FINISHED LEVELS RELATIVE TO GROUNDWATER
Lot finished levels shall provide a minimum separation of 1.0m from the estimated post-development groundwater
level (Figure 11). The required clearance of 1.0 m to estimated post-development groundwater level will be
achieved by filling the site and installation of subsoils.
6.2 GROUNDWATER LEVELS

Rainfall based on the long term annual average for Midland Rainfall Station of 747 mm,

Recharge is 8% of rainfall as estimated in Davidson and Yu (2006), and
Post-Development Water Balance
Assumptions for the post-development water balance are;

Surface runoff increases, and

The balance of inputs will be discharged via superficial aquifer recharge.
Results of the water balance are presented in Table 11. The water balance shows an increase in
groundwater recharge of 42%, equivalent to approximately 300 mm/yr.
Stages 1U, 1V and 1W Groundwater Level Management
In Stages 1U, 1V and 1W subsoil pipes will be installed at or above the estimated pre-development AAMGL. The
subsoil pipes will be located in the road network and will discharge into the bio-retention storage for each
catchment. Subsoil pipes may outlet into stormwater pits in some instances, where levels allow for a free outfall.
The mounding of groundwater between parallel subsoil pipes due to the infiltration of stormwater was assessed
using the groundwater model MODFLOW with no impermeable layer. For example in an average rainfall year the
maximum height of mounding between subsoil pipes spaced 80 m apart is 0.23m.
Post-development groundwater contours for Stage 1X are based on the increase in recharge calculated in
the water balance. The increase in recharge equates to a groundwater rise of 1.0 m assuming soil porosity
of 0.3. Estimated post-development groundwater levels are shown in Figure 11.
Figure 11 is indicative and the final groundwater surface which will vary with the final subsoil design levels
in neighbouring developments.
The parameters used in the MODFLOW model are presented in Table 10 with results attached as Appendix C.
TABLE 10: MODFLOW MODELLING PARAMETERS
Parameter
Value
Specific Yield (m/m)
0.20
Hydraulic Conductivity (m/day)
Parallel Drain Spacing (m)
Initial Groundwater Level Depth Below Subsoil Invert (m)
5
Varies
0.0
Subsoil Pipe Radius (m)
0.075
Rainfall Recharge Ratio
0.60
Based on the maximum height of subsoil mounding, soak wells used on residential lots should be limited to 1.2m
depth. Indicative subsoil locations for the Study Area are shown on Figure 11.
Stage 1X Groundwater Level Management
No subsoils are proposed in Stage 1X as there is adequate depth to the estimated pre-development
groundwater level. To assess post-development groundwater levels in Stage 1W a water balance was
completed. The water balance will be influenced by the frequency and intensity of rainfall and
evapotranspiration. Values used in the water balance are based on the following.
J6054a – DRAFT
03 June 2016
16
St Leonards Estate, Dayton
JDA Stages 1U, 1V, 1W and 1X - UWMP
TABLE 11: STAGE 1X WATER BALANCE
Pre
Development
Inputs
Rainfall
Use
Area Quantity
(ha)
mm/yr
2.55
747
Input total
Total
kL/yr
19,050
100
19,050
100
%
Outputs
Evapotranspiration
Rural (Cleared)
Superficial Aquifer
Recharge
Post
Development
Inputs
Rainfall
Use
2.55
615
15,680
82
2.55
132
3,370
18
Output total
19,050
100
Balance
0
Total
kL/yr
19,050
100
19,050
100
6,120
32
1,905
10
Area Quantity
(ha)
mm/yr
2.55
747
Input total
%
Outputs
Evapotranspiration
Urban (Residential)
1.75
350
Surface Runoff
Superficial Aquifer
Recharge
2.55
435
Output total
Balance
11,025
58
30,250
100
0
6.3 GROUNDWATER QUALITY MANAGEMENT
As outlined in Section 4.7.2 the preliminary results of groundwater quality indicate that a precautionary approach
should be taken to the discharge of any groundwater from the site. The subsoil pipe network has been set at or
above AAMGL to minimise the discharge of groundwater from the site whilst maintaining adequate protection of
infrastructure from groundwater mounding.
Any groundwater discharged from the site will be conveyed through the vegetated treatment zones prior to
discharge. Water quality design specifications for the vegetated treatment zones are discussed in Section 5.8. The
treatment zones have been designed to a minimum of 2 % of the connected impervious area (FAWB, 2009).
J6054a – DRAFT
03 June 2016
17
St Leonards Estate, Dayton
JDA Stages 1U, 1V, 1W and 1X - UWMP
7 WATER EFFICIENCY MEASURES
8 UWMP IMPLEMENTATION PLAN
8.1 CONSTRUCTION MANAGEMENT
7.1 PUBLIC OPEN SPACE
St Leonards Estate Pty Ltd has secured from the Department of Water Licence to Take Water GWL161710(6) for
141,966 kL/yr, from the Superficial Aquifer (Appendix E). This licence will be used for the irrigation of POS and
streetscapes within Stages 1O and 1P. The licence is valid until 31 March 2024.
The irrigation system will be designed to water wise standards with local native plants making up at least 50% of
plantings.
7.2 RESIDENTIAL LOTS
Residents will be encouraged through point of sale documentation to implement rainwater tanks as part of the
domestic water supply scheme to assist in reducing excess stormwater generation and minimise scheme water
importation.
The reduction of scheme water consumption within the Study Area will be achieved through implementation of the
Water Corporation’s “Water-wise” land development criteria and water use efficiency measures stated in the Swan
Urban Growth Corridor Drainage and Water Management Plan (DoW, 2009). Conservation measures are:
8.1.1
DEWATERING
Dewatering of the Superficial Aquifer will be required for development construction. Prior to the commencement
of any dewatering, construction contractors will be required to apply for and obtain from DoW a ‘Licence to Take
Water’. All dewatering will be carried out in accordance with the conditions of the licence, which may include
preparation of a Dewatering Management Plan.
8.1.2
ACID SULPHATE SOILS
ASS testing and management will be conducted where it is required for approval of a dewatering licence.
8.2 TEMPORARY DRAINAGE
Stormwater runoff generated within the portion of the Study Area in Catchment CR4a will ultimately be stored in
the Catchment CR4a stormwater storage basin. The basin will be constructed to ultimate design as part of Stage 1U
works.

High density residential zoning with smaller lots to reduce garden (ex-house) use of water.
Stormwater runoff generated within the portion of the Study Area in Catchment MS2a will be temporarily stored in
a basin with an outlet to the existing Blundell St drainage system. The temporary storage basin will be removed
upon construction of the Catchment MS2a POS storage basin.

Use of water-wise practices at lot scale including water efficient fixtures and fittings
(taps, showerheads, toilets and appliances, water-wise landscaping).
Catchment MS2b stormwater runoff will discharge unattenuated into the Malvern St Drain as per the ultimate
design outlined in Section 5.

All houses to be built to 6 star building standards as per Building Code of Australia (2012).

Conservation measures aim to reduce scheme water consumption using water efficient appliances and
utilising 6 star building and appliance rating schemes toward minimising potable water consumption in
the development area within the constraints of the site.
Catchment WS4b stormwater runoff will discharge into drainage swales in the road reserve, built to final design.
The downstream swale outlet from Sam Rosa Place has been built over by several residential lots, some
construction works will need to be completed to ensure a clear outlet.
The drainage discharge criteria for the Catchment MS2a temporary catchment is as follows:

Temporary storage basin will be fenced with 1:1.5 side slopes (v:h)

The temporary basin will be sized to detain the critical 100yr ARI runoff from the Study Area, assuming
no infiltration.

The peak outflow rate in the critical 100yr ARI is based on a pro-rata calculation of the total MS2a
allowable outflow. The allowable outflow rate for the portion of the Study Area in Catchment MS2a is
0.018 m3/s.

Finished Lot levels should be 0.5m above the 100yr ARI top water level within the temporary basin.
Analysis of the temporary detention storage basin was completed using the XP-SWMM model. The runoff
coefficients adopted in the model are presented in Section 5.3. Temporary catchment mapping and temporary
storage requirements are shown on Figure 12.
J6054a – DRAFT
03 June 2016
18
St Leonards Estate, Dayton
JDA Stages 1U, 1V, 1W and 1X - UWMP
8.3 SEDIMENT CONTROL
Construction will be consistent with the approved Erosion and Sediment Management Plan submitted to
the CoS by the appointed civil contractor.
Final landscape works for the vegetated treatment zones (amended soils and plantings) will not be
completed until the developer has finalised civil construction. It is expected that the majority of sediment
movement from construction of residential lots will be contained in side-entry pit manholes and by trash
racks installed at the vegetated treatment basin outlet. Any sediment reaching the vegetated treatment
zones can be removed prior to landscape works.
8.4 MAINTENANCE
The drainage structures will require regular maintenance to ensure efficient operation, the maintenance
schedule proposed is presented in Table 12. This schedule should be updated over time to ensure operation
meets with City of Swan requirements.
Eduction of the manholes to remove silt is recommended every 6 months, but cleaning can be completed
more frequently if there is concern over the movement of silt.
TABLE 12: MAINTENANCE SCHEDULE FOR DRAINAGE INFRASTRUCTURE
Maintenance Interval
Item
Monthly to 6
week intervals
Biannually
(6 monthly)
As
required
Street Drainage
Street sweeping.

Eduction of sediment and rubbish in manholes.

Eduction of sediment and rubbish in trash rack.

Removal of debris to prevent blockages.

Vegetated Treatment Zones
Removal of weeds
Inspect for erosion.


Assess health of vegetation. Remove dead plants and
replace where necessary.
Inspect for standing water 1 week after rainfall events.
Remove excessive sediment build-up.
Use of slow release/low P fertilisers in turf areas
J6054a – DRAFT
3 times
per year



03 June 2016
19
St Leonards Estate, Dayton
JDA Stages 1U, 1V, 1W and 1X - UWMP
8.5 MONITORING
The focus of the post-development water monitoring program is developing a detailed dataset of the
hydraulic and water quality improvement functions of the BMP structures incorporated within the drainage
system design.
There are no groundwater or surface water monitoring sites, as identified in the LWMS (JDA, 2014), located
within the Study Area.
Sampling Frequency
Sampling will be by grab samples, completed in response to rainfall events. A minimum of three storms will
be sampled each winter.
Water Quality Parameters

pH

TDS (calculated from Electrical Conductivity)
There is no groundwater or surface water monitoring proposed as part of this UWMP. POS useability
monitoring is outlined below.

Total Phosphorus (TP)
8.5.1

Orthosphosphate (PO4)
The hydraulic performance monitoring will aim to measure the movement of water through the water
quality treatment structures to determine if stormwater conveyance is consistent with the intended design.

Total Nitrogen (TN)

Total Kjeldahl Nitrogen (TKN)
Infiltration Testing

Ammonium (NO4)
Where amended soil profiles have been installed, infiltration testing will be completed to test the hydraulic
conductivity of the media. Testing will be completed bi-annually for a period of two years during the
proposed monitoring period.

Nitrate and Nitrite (NOx)

Total Suspended Solids (TSS)
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.

Heavy Metals
HYDRAULIC PERFORMANCE MONITORING
Water levels
To measure water levels, loggers or peak level indicators will be installed at the downstream end of
Catchment WS4E drainage basin where top water levels are expected to be the highest.
Water levels will be compared to rainfall data from a rain gauge installed on site the BoM site at Perth
Airport to confirm the storage is functioning as intended.
8.5.2
8.5.3
POS USABLITY CONTINGENCY PLANNING
Results of the post development monitoring as outlined above will be assessed according to the criteria
presented in Table 13. Any contingency actions deemed necessary will be implemented by the Developer.
TABLE 13: CONTINGENCY PLANNING
Monitoring
Type
POS USABILITY - SURFACE WATER QUALITY MONITORING
The surface water quality monitoring will aim to measure the stormwater quality improvement for the
various BMP’s.
Sampling Locations
Hydraulic
Performance
One bubble up inlet into the Catchment CR4a bio-retention basin. Sampling should capture
stormwater during rainfall events and baseflow in fine weather to differentiate subsoil flow and
stormwater flow.

Catchment CR4a basin outlet.

One subsoil pipe outlet from the swale.
J6054a – DRAFT
Infiltration rate to be 
3m/day.
Water levels in storages
to be as per design.
It is proposed to sample surface water quality for 3 years in the following locations:

Criteria for Assessment
Surface Water
Quality
Nutrient concentration
downstream of planted
storage to be lower
than at inlet of GPT.
Contingency Action
1. Repeat Infiltration testing in 12 months to confirm rates and
allow further establishment of vegetation.
2. Test additional 3 sites per basin to validate results and depth of
clogging.
3. Assess results to develop appropriate action to remediate
clogged layer.
1. Review recent rainfall ARI’s.
2. Review design and construction of detention storage areas.
3. Perform design alteration/maintenance as required.
1. Identify and remove any point source
2. Reinforce Community Education/Awareness program.
3. Review operational and maintenance (e.g. fertilising) practices.
4. Consider alterations to planted storages including landscape
regimes and soil amendment.
03 June 2016
20
St Leonards Estate, Dayton
JDA Stages 1U, 1V, 1W and 1X - UWMP
8.6 RESPONSIBILITIES AND FUNDING
The key roles and responsibilities for the implementation of this UWMP are presented in Table 14 below, with details on the maintenance of the surface water treatment structures outlined in Section 8.2.
TABLE 14: ROLES AND RESPONSIBILITIES FOR IMPLEMENTATION OF UWMP
Management Issue
Stormwater storage landscape design water safety audit.
Construction of the vegetated storage.
Construction of detention storage.
Construction of irrigation system.
Construction of street drainage.
Stormwater and subsoil drainage defects liability period
Twelve months (period between a successful Practical Completion Inspection and a defects inspection with written confirmation of City acceptance).
Ongoing (from notification of City acceptance).
Planted swale/storage defects liability period
Twenty four months (period between a successful Practical Completion Inspection and a defects inspection with written confirmation of City acceptance).
Ongoing (from notification of City acceptance).
Detention storage defects liability period
Twenty four months (period between a successful Practical Completion Inspection and a defects inspection with written confirmation of City acceptance).
Ongoing (from notification of City acceptance).
Management of Stormwater Storage Landscaping
Three years (period between a successful Practical Completion Inspection and a successful handover meeting with written confirmation of City acceptance).
Ongoing (from notification of City acceptance).
Irrigation system management
Two years (period between a successful Practical Completion Inspection and a successful handover meeting with written confirmation of City acceptance).
Ongoing (from notification of City acceptance). One pump service completed prior to handover.
Street Sweeping
Period up to the successful Practical Completion of civil works.
Ongoing (from notification of City acceptance).
Prepare and submit a water quality monitoring report for post-development monitoring after 3 years.
J6054a – DRAFT
Responsibility and Funding
Developer
City of Swan


















03 June 2016
21
St Leonards Estate, Dayton
JDA Stages 1U, 1V, 1W and 1X - UWMP
9 REFERENCES
Davidson, W.A. and Yu, X. (2006), Perth Regional Aquifer Modelling System (PRAMS) Model Development: Hydrogeology and Groundwater Modelling. DoW Hydrogeological Record Series HG 20.
Department of Environment and Conservation (2010) Acid Sulphate Soil Risk Mapping.
Department of Environment and Conservation (2013) Geomorphic Wetland Mapping.
Department of Water (2009), Swan Urban Growth Corridor Drainage and Water Management Plan.
Department of Water (2011) Biofilter Guidelines
Douglas Partners (2014) St Leonards Estate – Stages 1U, 1V, 1W and 1X Geotechnical Investigation
Facility for Advancing Water Bio-filtration (2008) Guidelines for Soil Filter Media in Bioretention Systems.
Facility for Advancing Water Bio-filtration (2009) Stormwater Biofiltration Systems – Adoption Guidelines.
GB Hill & Partners (1995), Drainage Management Strategy for North East Corridor.
Gozzard J.R. (1986) Perth, Sheet 2034 II and part 2034 III and 2134 III. Perth Metropolitan Region Environmental Geology Series, GSWA.
GHD (2006), North East Corridor Urban Water Management Strategy, Report to Department of Water.
JDA Consultant Hydrologists (2007) West Swan Estate Predevelopment Hydrological Monitoring Report July 2005 – December 2006, Report to West swan Estate Pty Ltd, REF: J3648m, March 2007.
JDA Consultant Hydrologists (2013), St Leonards Estate, Stages 1J to 1N Urban Water Management Plan, Report for West Swan Estate Pty Ltd, REF. J5133c, August 2013.
JDA Consultant Hydrologists (2014), West Swan East Local Water Management Strategy (2nd Revision), Report for West Swan Estate Pty Ltd, REF: J5132i, January 2014.
Luke, G.L, Burke, K.L. & O’Brien, T.M. (1988) Evaporation data for Western Australia – technical report 65. Perth: W.A. Department of Agriculture, division of resource management.
Western Australian Planning Commission (2008) Better Urban Water Management.
J6054a – DRAFT
03 June 2016
22
APPENDIX A (CD Attached)
Geotechnical Investigation (Douglas Partners, 2014)
APPENDIX B
JDA Bore Logs
JDA Consultant Hydrologists
Suite 1, 27 York Street
Subiaco WA 6008
Tel: 9388 2436
Fax: 9381 9279
LITHOLOGICAL LOG
Client: Progress Developments
Project: St Leonards Estate - Dayton
Bore location: Dayton
Datum: GDA 1994 Zone 50
403525 E
6475342 N
Bore Name:
UX1
Driller and drill type: Hand Auger
Hole diameter: 100mm
Casing Diam: 50mm
0.5m
GRAPHICAL
LOG
LITHOLOGY
COLOUR
Sand
Yellow
GRAIN SIZE
SORTING
GRAIN
SHAPE
J6054
28/07/2015
28/07/2015
BK
2.24
16.32
15.82
mBTOC
mAHD
mAHD
MOISTURE
50mm PVC Depth (m) BORE CONSTRUCTION
Job No:
Hole commenced:
Hole completed:
Logged by:
Total Depth:
R.L. TOC:
Natural Surface:
LITHOLOGICAL LOG
COMMENTS
Dry
Clayey Sand
Fine to Medium
Poor
Subrounded
1.0m
1.5m
50mm Slotted Orange
Saturated
Sandy Clay
Gravel
Sand
Clayey Sand
Grain Size
Sorting
Grain Shape
Moisture
Fine
Medium
Coarse
Very coarse
Gravel
Poor
Moderate
Well
Very well
Angular
Subangular
Subrounded
Rounded
Well rounded
Dry
Moist
Saturated
Date
Total Depth
Stick Up
Sandy Clay
Water Level
Clay
NOTES: __________________________________________________
Coffee Rock
___________________________________________________________
Bentonite
___________________________________________________________
28/07/2015
2.24 mBTOC
0.51 m
1.5 mBTOC
JDA Cons ultant Hydrologists
Sui te 1, 27 York Street
Subiaco WA 6008
Tel : 9388 2436
Fa x: 9381 9279
LITHOLOGICAL LOG
Client: Progress Developments
Project: St Leonards Estate - Dayton
Bore location: Dayton
Datum: GDA 1994 Zone 50
403547 E
6475433 N
Bore Name:
UX2
Driller and drill type: Hand Auger
Casing Diam: 50mm
Hole diameter: 100mm
0.5m
BORE
CONS TRUCTION
GRAPHICAL
LOG
LITHOLOGY
COLOUR
Sand
Brown
50mm PVC De pth
(m)
GRAIN S IZE
Job No:
Hole commenced:
Hole completed:
Logged by:
Total Depth:
R.L. TOC:
Natural Surface:
LITHOLOGICAL LOG
COMMENTS
Dry
50mm Sl otted EOH
mBTOC
mAHD
mAHD
S ORTING GRAIN S HAPE MOIS TURE
Poor
Fine to Medium
1.0m
J6054
28/07/2015
28/07/2015
BK
2.02
16.42
15.91
Sandy Clay
Subrounded
Orange
Saturated
Gravel
Sand
Clayey Sand
Grain Size
Sorting
Grain Shape
Moisture
Fine
Poor
Angular
Dry
Medium
Moderate
Moist
Coarse
Well
Subangular
Subrounded
Very coarse
Very well
Rounded
Gravel
Saturated
Well rounded
Date
28/07/2015
T otal Depth
2.02 mBT OC
Stick Up
0.51 m
Water Level
1.51 mBT OC
Sandy Clay
Clay
NOT ES: __________________________________________________
Coffee Rock
___________________________________________________________
Bentonite
___________________________________________________________
JDA Consultant Hydrologists
Suite 1, 27 York Street
Subiaco WA 6008
Tel: 9388 2436
Fax: 9381 9279
LITHOLOGICAL LOG
C lie nt: Progre ss De ve lopm e nts
Proje ct: St Le onards Estate - Dayton
Bore location: Dayton
Datum :GDA 1994 Zone 50
403485 E
Bore Name:
UX3
Drille r and drill type : Hand Auge r
Hole dia m e te r: 75m m
C asing Diam :
Depth
(m)
BORE
CONSTRUCTION
GRAPHICAL LOG
LITHOLOGY
6075501 N
50m m
COLOUR
GRAIN SIZE
Job No:
Hole com m e nce d:
Hole com ple te d:
Logge d by:
Total De pth:
R .L. TO C :
Natural Surface :
LITHOLOGICAL LOG
SORTING
GRAIN
SHAPE
J6054
1/07/2015
1/07/2015
BK
6.15
17.23
16.23
MOISTURE
0.5m
1.0m
Brown
Dry
2.0m
50mm PVC 1.5m
Light Brown
Sandy Clay
2.5m
Orange
3.0m
Fine to Medium
P oor
Subrounded
3.5m
4.0m
50mm Slotted 4.5m
Grey
Saturated
5.0m
5.5m
6.0m
Clay
m BTO C
m AHD
m AHD
COMMENTS
Grain Size
Sorting
Grain Shape
Moisture
Fine
P oor
Angular
Dry
Sand
Medium
Moderate
Subangular
Moist
Coarse
Well
Subrounded
Saturated
Clayey Sand
Very coarse
Very well
Rounded
Gravel
Gravel
Well rounded
Date
Total Depth
1/07/2015
6.15 mBTOC
Stick Up
1.00 m
Water Level
4.00 mBTOC
Sandy Clay
Clay
NOTES: Bore dry on departure
Coffee Rock
___________________________________________________________
Bentonite
___________________________________________________________
JDA Cons ultant Hydrologists
Sui te 1, 27 York Street
Subi aco WA 6008
Tel : 9388 2436
Fa x: 9381 9279
LITHOLOGICAL LOG
Client: Progress Developments
Project: St Leonards Estate - Dayton
Bore location: Dayton
GDA 1994 Zone 50
Datum:
403499 E
6475609 N
Bore Name:
UX4
Driller and drill type: Hollow Stem Auger
Casing Diam: 50mm
Hole diameter: 100mm
De pth
(m)
BORE CONS TRUCTION
GRAPHICAL
LOG
LITHOLOGY
Job No:
Hole commenced:
Hole completed:
Logged by:
Total Depth:
R.L. TOC:
Natural Surface:
LITHOLOGICAL LOG
COLOUR
GRAIN S IZE
Brown
Fine to Medium
J6054
28/06/2015
28/06/2015
BK
4.42
18.41
17.82
mBTOC
mAHD
mAHD
S ORTING GRAIN S HAPE MOIS TURE
COMMENTS
0.5m
1.0m
Dry
50mm PVC 1.5m
2.0m
Poor
Sand
Subrounded
2.5m
3.0m
Grey
Medium
50mm Sl otted 3.5m
4.0m
Saturated
4.5m
5.0m
EOH
Gravel
Sand
Clayey Sand
Grain Size
Sorting
Grain Shape
Moisture
Fine
Poor
Angular
Dry
Medium
Moderate
Moist
Coarse
Well
Subangular
Subrounded
Very coarse
Very well
Rounded
Gravel
Saturated
Well rounded
Date
28/06/2015
T otal Depth
4.42 mBT OC
Stick Up
0.60 m
Water Level
2.27 mBT OC
Sandy Clay
Clay
NOT ES: __________________________________________________
Coffee Rock
___________________________________________________________
Bentonite
___________________________________________________________
JDA Cons ul tant Hydrologists
Sui te 1, 27 York Street
Subi aco WA 6008
Tel : 9388 2436
Fa x: 9381 9279
LITHOLOGICAL LOG
Client: Progress Developments
Project: St Leonards Estate - Dayton
Bore location: Dayton
Datum: GDA 1994 Zone 50
403528 E
6475732 N
Bore Name:
UX5
Driller and drill type: E Drill
Hollow Stem Auger
Hole diameter: 75mm
Casing Diam: 50mm
De pth
(m)
BORE
CONS TRUCTION
GRAPHICAL
LOG
LITHOLOGY
COLOUR
GRAIN S IZE
Job No:
Hole commenced:
Hole completed:
Logged by:
Total Depth:
R.L. TOC:
Natural Surface:
LITHOLOGICAL LOG
S ORTING
J6054
28/06/2015
28/06/2015
BK
8.91
23.67
23.12
GRAIN S HAPE
MOIS TURE
0.5m
Dark Brown
1.0m
2.0m
50mm PVC 1.5m
2.5m
3.0m
Dry
3.5m
Orange
4.0m
Sand
4.5m
5.0m
5.5m
6.0m
6.5m
Fine to Medium
Poor
Subrounded
mBTOC
mAHD
mAHD
COMMENTS
7.0m
7.5m
Yellow
8.0m
50mm Sl otted 8.5m
Saturated
9.0m
Gravel
Sand
Clayey Sand
Grain Size
Sorting
Grain Shape
Moisture
Fine
Poor
Angular
Dry
Medium
Moderate
Moist
Coarse
Well
Subangular
Subrounded
Very coarse
Very well
Rounded
Gravel
Saturated
Well rounded
Date
28/06/205
T otal Depth
8.91 mBT OC
Stick Up
0.55 m
Water Level
7.13 mBT OC
Sandy Clay
Clay
NOT ES: Bore dry on departure
Coffee Rock
___________________________________________________________
Bentonite
___________________________________________________________
JDA Cons ul tant Hydrologists
Sui te 1, 27 York Street
Subi aco WA 6008
Tel : 9388 2436
Fa x: 9381 9279
LITHOLOGICAL LOG
Client: Progress Developments
Project: St Leonards Estate - Dayton
Bore location: Dayton
GDA 1994 Zone 50
Datum:
403445 E
6475977 N
Bore Name:
UX6
Driller and drill type: Hollow Stem Auger
Hole diameter: 100mm
Casing Diam: 50mm
De pth
(m)
BORE
CONS TRUCTION
GRAPHICAL
LOG
LITHOLOGY
COLOUR
Sand
Grey
GRAIN S IZE
Job No:
Hole commenced:
Hole completed:
Logged by:
Total Depth:
R.L. TOC:
Natural Surface:
LITHOLOGICAL LOG
J6054
28/06/2015
28/06/2015
BK
5.93
20.96
20.14
mBTOC
mAHD
mAHD
S ORTING GRAIN S HAPE MOIS TURE
COMMENTS
0.5m
1.0m
Subrounded
Dry
50mm PVC 1.5m
2.0m
2.5m
Poor
Fine to Medium
3.0m
50mm Sl otted 3.5m
4.0m
Clayey Sand
Subangular
Dark Brown
Saturated
4.5m
5.0m
EOH
Gravel
Sand
Clayey Sand
Grain Size
Sorting
Grain Shape
Moisture
Fine
Poor
Angular
Dry
Medium
Moderate
Well
Subangular
Subrounded
Moist
Coarse
Very coarse
Very well
Rounded
Gravel
Saturated
Well rounded
Date
28/06/2015
T otal Depth
5.93 mBT OC
Stick Up
0.55 m
Water Level
3.98 mBT OC
Sandy Clay
Clay
NOT ES: __________________________________________________
Coffee Rock
___________________________________________________________
Bentonite
___________________________________________________________
JDA Consultant Hydrologists
Suite 1, 27 York Street
Subiaco WA 6008
Tel: 9388 2436
Fax: 9381 9279
LITHOLOGICAL LOG
Client: Progress Developments
Project: St Leonards Estate - Dayton
Bore location: Dayton
Datum:
403330 E
6475861 N
Bore Name: UX7
Driller and drill type Hollow Stem Auger
Hole diameter: 100mm
Casing Diam: 50mm
Depth
(m)
BORE
CONSTRUCTION
GRAPHICAL
LOG
LITHOLOGY
COLOUR
GRAIN SIZE
Job No:
Hole commenced:
Hole completed:
Logged by:
Total Depth:
R.L. TOC:
Natural Surface:
LITHOLOGICAL LOG
SORTING
GRAIN
SHAPE
Poor
Subrounded
Dark Grey
0.5m
1.0m
1.5m
Brown
2.0m
Fine to Medium
2.5m
3.0m
3.5m
Pale Yellow
4.0m
4.5m
5.0m
5.5m
Sand
6.5m
7.0m
50mm PVC 6.0m
Orange
J6054
28/06/2015
28/06/2015
BK
10.49
mBTOC
25.94
mAHD
25.45
mAHD
MOISTURE
COMMENTS
7.5m
Fine
8.0m
8.5m
50mm Slotted 9.0m
9.5m
10.0m
Saturated
EOH
Gravel
Sand
Clayey Sand
Grain Size
Sorting
Grain Shape
Moisture
Fine
Medium
Coarse
Very coarse
Gravel
Poor
Moderate
Well
Very well
Angular
Subangular
Subrounded
Dry
Moist
Saturated
Rounded
Well rounded
Date
28/06/2015
Total Depth
10.49 mBTOC
Stick Up
0.50 m
Water Level
8.92 mBTOC
Sandy Clay
Clay
NOTES: __________________________________________________
Coffee Rock
___________________________________________________________
Bentonite
___________________________________________________________
JDA Cons ultant Hydrologists
Sui te 1, 27 York Street
Subiaco WA 6008
Tel : 9388 2436
Fa x: 9381 9279
LITHOLOGICAL LOG
Client: Progress Developments
Project: St Leonards Estate - Dayton
Bore location: Dayton
GDA 94 Z50
Datum:
403271 E
6475973 N
Bore Name:
UX8
Driller and drill type: Hollow Stem Auger
Hole diameter: 100mm
Casing Diam: 50mm
De pth
(m)
BORE
CONS TRUCTION
GRAPHICAL
LOG
LITHOLOGY
COLOUR
GRAIN S IZE
Job No:
Hole commenced:
Hole completed:
Logged by:
Total Depth:
R.L. TOC:
Natural Surface:
LITHOLOGICAL LOG
J6054
28/06/2015
28/06/2015
BK
7.24
22.68
22.03
mBTOC
mAHD
mAHD
S ORTING GRAIN S HAPE MOIS TURE
COMMENTS
Dark Grey
0.5m
1.0m
Pale Grey
1.5m
2.0m
50mm PVC 2.5m
Sand
Poor
Fine to Medium
Subrounded
3.0m
Orange
3.5m
4.0m
5.0m
50mm Sl otted 4.5m
Saturated
5.5m
Grey
6.0m
Gravel
Sand
Clayey Sand
Grain Size
Sorting
Grain Shape
Fine
Poor
Angular
Dry
Medium
Moderate
Moist
Coarse
Well
Subangular
Subrounded
Very coarse
Very well
Rounded
Gravel
Well rounded
Moisture
Saturated
Date
28/06/2015
T otal Depth
7.24 mBT OC
Stick Up
0.60m
Sandy Clay
Water Level
Clay
NOTES: __________________________________________________
Coffee Rock
___________________________________________________________
Bentonite
___________________________________________________________
4.75 mBTOC
APPENDIX C
XP-SWMM Modelling Assumptions
St Leonards Estate, Dayton
Stages 1U, 1V, 1W and 1X - UWMP
TABLE 1: XP‐Storm Modelling Assumptions Key Elements Parameter IFD Data BOM IFD Calculator Value Catchment Grade 10 40 0.014 0.02 0.00 80 0.014 0.02 0.00 10 0.014 0.03 16 10 0.014 0.03 0.01 Runoff routing method used Laurenson’s method (S=BQn+1) Evaporation Dry time step Transition time Step Wet time step Simulation period None Assumed 86400 Seconds (1 day) 30 Seconds 30 Seconds 5 Days 0.014 Circular 0.50 0.05 0.07 5.00 0.00 1:6 (v:h) 7.00 Lots (R20 to R30) Road Reserve Land Use Runoff Assumptions POS Utility Reserve Simulation Parameters Culverts Hydraulics Swale Storages Backwater Condition D/S 100yr ARI Backwater Condition at Swan River Outlet Initial Loss (mm) Runoff Coefficient (%) all ARI Manning’s n for impervious area Manning’s n for pervious area Initial Loss (mm) Runoff Coefficient (%) all ARI Manning’s n for impervious area Manning’s n for pervious area Initial Loss (mm) Runoff Coefficient (%) all ARI Manning’s n for impervious area Manning’s n for pervious area Initial Loss (mm) Runoff Coefficient (%) all ARI Manning’s n for impervious area Manning’s n for pervious area Manning’s n Headwall type Entrance/Exit loss Coefficients Centre channel Manning’s n Over bank Manning’s n Assumed Swale Infiltration (m/day) Assumed Swale Infiltration (m/day) Minimum side slopes J6054a–DRAFT3June2016
C1
APPENDIX D
MODFLOW Modelling Results
MODFLOW Model Parameters: • Saturated Hydraulic Conductivity: Ksat = 5 m/day • Soil Specific Yield: Sy = 0.2 • Rainfall Recharge: Rrain = 60% • Time Step: Δt = 1 day
• Annual Rainfall: Rain2008 = 828.2 mm
0.25
Mounding [m]
0.2
Note: assumes permeable layer at invert of subsoil drains; assumes no seasonal variation of regional groundwater;
0.15
0.1
0.05
0
01/2008
02/2008
03/2008
04/2008
05/2008
06/2008
Select spacing(s)
07/2008
08/2008
09/2008
10/2008
11/2008
12/2008
Date
20 m
30 m
50 m
80 m (Uniform Recharge)
80 m (Front+BackSoakwell)
80 m (FrontSoakwell)
100 m
150 m
Total annual Rainfall: 828.2 mm ‐ BoM Station N° 9021 Perth Airport
60
50
Rainfall [mm]
40
30
20
10
0
01/2008
02/2008
03/2008
04/2008
05/2008
06/2008
07/2008
08/2008
09/2008
10/2008
11/2008
12/2008
Date
Daily Rainfall [mm/day]
Data Source: Rain Gauging Station N° 9021 - Perth Airport, Bureau of Meteorology (BoM), 2013;
Job No. JDA Internal Research
JDA Consultant Hydrologists
Perth: Subsoil Water Table Mounding with MODFLOW for Selected Drain Spacing
MODFLOW LOT Groundwater Mounding between Parallel Subsoils with K = 5m/day and 60% Recharge, Sy 0.2 & 2008 Rainfall
© COPYRIGHT JIM DAVIES & ASSOCIATES PTY. LTD. 2015
APPENDIX D
Groundwater Licence (GWL161710(6))
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
www.jdahydro.com.au
[email protected]