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Shamrock Springs, Leongatha Stormwater Management Strategy
February 2019
Beveridge Williams
DOCUMENT CONTROL DATA
Beveridge Williams
Melbourne Office
1 Glenferrie Road
Malvern Vic 3144
PO Box 61
Malvern Vic 3144
Tel: (03) 9524 8888
Fax: (03) 9524 8899
www.beveridgewilliams.com.au
Title Shamrock Springs Stormwater Management Strategy
Author Ben Jones/Jacqueline Woodlock
Checked Aram Manjikian
Project Manager
Joey Whitehead
Synopsis Stormwater strategy for the Shamrock Springs residential subdivision including WSUD quality treatment and stormwater detention.
Reference: 1801419
Client: S E Murphy
Revision Table
Rev Description Date Authorised
A Stormwater Management Strategy 28/02/11 DB
B MUSIC rainfall data input changed from Sale to Warragul Station 5/09/11 DB
C Updated flow estimation method and stormwater treatment arrangement as per WGCMA and Council comments
14/02/19 JW
Distribution Table
Date Revision Distribution
28/02/11 A Beveridge Williams; S E Murphy
5/09/11 B Beveridge Williams; S E Murphy
14/02/19 C Beveridge Williams; S E Murphy;
Copyright Notice
© Copyright – Beveridge Williams & Co P/L
Users of this document are reminded that it is subject to copyright. This document should not be reproduced, except in full and with the permission of Beveridge Williams & Co Pty Ltd
Beveridge Williams 1
CONTENTS
1 INTRODUCTION .................................................................................................... 3
2 EXISTING CONDITIONS .......................................................................................... 4
2.1 LAND USE ..................................................................................................................... 4
2.2 TOPOGRAPHY .............................................................................................................. 4
2.3 CATCHMENTS AND DRAINAGE REGIMES .................................................................... 5
3 DESIGN INTENT ..................................................................................................... 6
3.1 PROPOSED DEVELOPMENT ......................................................................................... 6
3.2 PROPOSED ASSETS ....................................................................................................... 7
4 HYDROLOGY ......................................................................................................... 8
4.1 EXISTING CATCHMENT ................................................................................................ 8
4.2 DEVELOPED CATCHMENT ............................................................................................ 9
4.3 SUB-SURFACE DRAINAGE .......................................................................................... 11
4.4 SUBJECT SITE OVERLAND FLOW ................................................................................ 11
4.5 RB SIZING ................................................................................................................... 11
5 STORMWATER TREATMENT ................................................................................ 12
5.1 CLIMATIC DATA AND MUSIC MODEL INPUTS ............................................................ 13
5.2 MUSIC MODEL RESULTS (TREATMENT RESULTS AND NODE SIZES) .......................... 14
6 STAGING AND SEQUENCING ............................................................................... 16
7 CONCLUSION ...................................................................................................... 17
APPENDICES
APPENDIX A. LOCALITY PLAN
APPENDIX B. INDICATIVE SUBDIVISION PLAN
APPENDIX C. CATCHMENT PLANS
APPENDIX D. RORB MODELLING RESULTS
APPENDIX E. STORMWATER MANAGEMENT ARRANGEMENT CONCEPT PLAN
APPENDIX F. 100 YEAR ARI OVERLAND FLOW PATHS
Beveridge Williams 2
Glossary of terms
Alphabetical list of terms and abbreviations used in report
AHD Australian Height Datum
A common national surface level datum approximately corresponding to mean sea level.
ARI Average Recurrence Interval - The average, or expected, value of the periods between exceedances of a given rainfall total accumulated over a given duration.
Authorities Organisations responsible for supply and management of sewer, water, gas, electricity and telecommunications, roads and transport
BPEMG Best Practice Environmental Management Guidelines
BWCo Beveridge Williams & Co Pty Ltd
WGCMA West Gippsland Catchment Management Authority
Client S E Murphy
Council South Gippsland Shire Council
IDM Infrastructure Design Manual
LSIO Land Subject to Inundation Overlay
NTWL Normal Top Water Level
Q10 Storm water flow generated from 10 year ARI storm event.
Q100 Storm water flow generated from 100 year ARI storm event.
Qgap Flow difference between Q10 and Q100 storm event.
SBRB Sediment Retention Basin
SEPP State Environment Protection Policy
WLRB Wetland Retention Basin
WSUD Water Sensitive Urban Design
Beveridge Williams 3
1 INTRODUCTION
The proposed development site is located within 850 m of the commercially zoned area of Leongatha (east of the subject land), which is located around 130 km south-east of Melbourne on the South Gippsland Highway. The site covers 62.83 Ha of relatively steep ground ranging from 2% - 25% in places. Roughly half the site falls to the west while the other half falls to the south east. Both outfall points connect to open drains. Refer to Appendix C for further detail.
Figure 1: Location Plan (Aerial) Source: Google Maps Not to scale
Site Location
Beveridge Williams 4
2 EXISTING CONDITIONS
2.1 Land Use
The site consists of predominately grassed paddocks which are currently used for grazing. Existing dwellings are located near the upper and lower sides of the western boundary. The site is generally clear of vegetation, excluding groups of planted trees along the western boundary and in the south.
The proposed development is to be residential and will comprise approximately 600 lots.
2.2 Topography
The site has three main directions of slope and is generally steep with some gentler slopes to the south with the three overall catchment areas shown in Figure 2 The high point on the site is located on the north-east corner of the site at 104.0 m AHD. The lowest point is located on the south-east corner of the site, approximately 45.3 m AHD.
A plan showing the site topography is shown in Figure 2 below and a copy in Appendix C.
Figure 2: Site Analysis Plan
Beveridge Williams 5
Not to scale
2.3 Catchments and Drainage Regimes
Predevelopment stormwater runoff is generated by three main catchments: A (A1 + A2), B and C that are comprised of internal flows generated within the property boundary. Refer to catchment plan (Appendix C).
Each of these main catchments (A, B and C) discharge to points in the north-west, west, and south-east respectively. All discharge points connect with existing earth drains. These drains meet up approximately 1000m to the south of the site near the intersection of Racecourse Road and Bass Highway (See DSE Interactive Map, Appendix A). From here the watercourse continues south-east and discharges into Coalition Creek.
The predevelopment catchments are summarized below:
Catchment Area (ha) Receiving Water Course
A1 3.825 North-western earth drain / Coalition Creek
A2 0.940 North-western earth drain / Coalition Creek
B 24.417 Western catch drain / Coalition Creek
C 33.543 Southern earth drain / Coalition Creek
Beveridge Williams 6
3 DESIGN INTENT
3.1 Proposed Development
The overall proposed development covers 5 parcels of land intended to be developed in stages over time. The north-eastern parcel, Lot 1 PS404151, is already zoned as GRZ1, whereas the other four parcels will require re-zoning prior to development. As the timing of the different stages of the development will be varied, this strategy has been prepared with consideration to the timing of the re-zoning for the majority of the site. The parcel within the current GRZ1 area is referred to as C65, and is the area where the pink lots are shown in Figure 4.
Figure 4: Indicative Development Plan
Not to scale
Beveridge Williams 7
Information about the proposed development for the combined site is listed in Table 1.
Table 1: Details of Indicative Subdivision Plan of remainder of site to be re-zoned
Details of Indicative Subdivision Plan Area of 105 Old Korumburra Rd, Leongatha
Details Area
Total site area 62.791 ha
C65 site area (GRZ1) 11.993 ha
Remainder of site area (FZ) 50.798 ha
Proposed lots within C65 site 8.691 ha
Proposed lots within remainder of site 28.692 ha
Potential unit site 0.229 ha
Open Space 3.152 ha
Drainage reserves 6.371 ha
Local retail 0.258 ha
Pump station 0.182 ha
Roads 15.152 ha
3.2 Proposed Assets
A stormwater strategy has been identified for the proposed development. Adaptations of the strategy could be made during the detailed design stage of the development in order to accord with advances in technology and provide further integration with the desired environs.
Under this strategy it is proposed to treat stormwater runoff from the investigation area to meet the requirements of the Best Practice Guidelines and discharge to the existing drainage outfalls. Stormwater will be discharged at pre-development discharge rates (ie. Stormwater must be detained on site to ensure that the discharge offsite after development is no greater than the discharge offsite prior to development).
Wetland systems could be located within the low points of the three catchments within the site. Catchment B could utilise a swale drain along its natural drainage corridor. Analysis of preliminary MUSIC model has determined wetland size for treatment of stormwater runoff to BPEMG for pollutant reduction.
Retention volume requirements have been calculated for 1 in 10 year ARI post development back to 1 in 5 year ARI pre development flows as well as 1 in 100 year ARI post development flows back to 1 in 100 year ARI pre development flows with the critical (largest) volume being adopted at two locations.
Beveridge Williams 8
4 HYDROLOGY
Previous versions of the stormwater management strategy for the overall site calculated the hydrology using Australian Rainfall and Runoff 1987 version (ARR1987), specifically the rational method. As part of the review by the West Gippsland CMA and the Council a request has been made to model the expected flows using the ARR2016 version.
The RORB software model has been utilised for the new methods for flow estimation, as well as the sizing of detention requirements.
4.1 Existing Catchment
The existing catchment of the site was producted as shown in Figure 5. The Monte Carlo method was applied to determine the pre-developed peak flow. The Main Data Hub file was obtained from the ARR Data Hub for the proposed development site, with coordinates -38.47, 145.927. The temporal patterns was obtained from the ARR Data Hub for Southern Slopes (Vic/NSW). The IFD data was obtained from the BoM website for Design Rainfall Data System (2016) with aforementioned coordinates. The Kc value was determined using the ARR2016 calculation for Victorian catchments with a mean annual rainfall greater than 800mm, as the mean annual rainfall within Leongatha is 992mm. The initial losses were obtained from ARR Data Hub along with the continuous losses. The values are summarised in Table 2.
Table 2: Pre-developed RORB parameters
Parameter Adopted Parameters for Pre-developed Scenario (Monte Carlo & Ensemble method)
Kc 2.08
dav 0.49 km
m 0.8
IL 22.0 mm
CL 5.6 mm/hr
The Monte Carlo method produces the peak flow for a given duration and storm event. The peak flow for a 1% AEP was 1.40 m3/s for a storm duration of 3 hours. Knowing this peak flow, the hydrograph can be determined using the Ensemble method in RORB. The same parameters for the Data Hub files, IFD data, Kc and losses were used in the Ensemble method as the Monte Carlo method, though only calculating for a storm duration of 3 hours as specified by the Monte Carlo method. The results produced a peak flow of 1.41 m3/s corresponding to Temporal Pattern 26. The results are provided in Table 3 and Appendix D.
Table 3: Pre-developed RORB results from Monte Carlo method
Discharge location Contributing catchment Flow [storm duration]
North-Western corner A 0.18 m3/s [2 hour]
Western boundary B, C, D 0.47 m3/s [3 hour]
Southern boundary E, F, G 0.80 m3/s [3 hour]
South-Western corner H 0.15 m3/s [2 hour]
Total Site A – H 1.40 m3/s [3 hour]
Beveridge Williams 9
Figure 5: Pre-developed catchment plan
4.2 Developed Catchment
The developed catchment of the site was producted as shown in Figure 6. The Monte Carlo method was applied to determine the post-developed peak flow. The same Data Hub files, IFD data and losses were used in the post-developed case as the predeveloped case. The Kc value was determined by equating the ratio of Kc and Dav for the pre- and post-developed case. The values are summarised in Table 4.
Table 4: Post-developed RORB parameters
Parameter Adopted Parameters for Pre-developed Scenario (Monte Carlo & Ensemble method)
Kc 2.84
dav 0.67 km
m 0.8
IL 22.0 mm
CL 5.6 mm/hr
Beveridge Williams 10
The Monte Carlo method produces the peak flow for a given duration and storm event. The peak flow for a 1% AEP was 3.14 m3/s for a storm duration of 2 hours. Knowing this peak flow, the hydrograph can be determined using the Ensemble method in RORB. The same parameters for the Data Hub files, IFD data, Kc and losses were used in the Ensemble method as the Monte Carlo method, though only calculating for a storm duration of 2 hours as specified by the Monte Carlo method. The results producted a peak flow of 4.00 m3/s coresponding to Temporal Pattern 22. The results are provided in Table 5 and Appendix D.
Table 5: Post-developed RORB results from Monte Carlo method
Discharge location Contributing catchment Flow [storm duration]
North-Western corner A 0.43 m3/s [2 hour]
Western boundary B, C, D 0.98 m3/s [3 hour]
Southern boundary E, F, G 1.98 m3/s [2 hour]
Total Site A - G 3.36 m3/s [2 hour]
Figure 6: Post-developed catchment plan
Beveridge Williams 11
4.3 Sub-surface Drainage
There will be three Legal Points of Discharge for the site via internal major stormwater management assets. The C65 site and lots either side of the proposed waterway in the middle of the site will discharge to the waterway out to the western boundary of the site. The north-west Catchment A will discharge to the sediment basin in the drainage reserve indicated on the development plan. Catchment C will discharge to the sediment basin within the drainage reserve in the south-east corner of the overall development..
The pipe network in subject site will be also sized to convey the 5 year flows through the network. The 5 year ARI drainage will be located within the road reserve and in easements.
4.4 Subject Site Overland Flow
Overland flows from the site will be directed via the road network to the proposed RB, which is sized to cater for the 100 year ARI storm events for the whole catchment.
The internal roads and associated lot finished surface levels, will be designed to ensure that the 1 in 100 year ARI overland flows through the site within the safe hydraulic capacity of road floodways.
Allowance is also made for the overland flows from external catchments directed though the site, which are assumed to be maintained at pre-development flows by neighbouring properties. The indicative overland flowpath plan is contained in Appendix F.
4.5 RB Sizing
The overall site will provide two retarding basins that will cater for the 2 larger catchments, B and C. The controlled flow from the RB ‘s, and the uncontrolled flow from catchment A will be matched to the total pre-developed flow from the overall site for the 1 in 100 year ARI storm event.
The RB for catchment B will be located at the downstream end of the proposed swale at the western outfall of the site. The RB for catchment C will be located in the drainage reserve at the south-east corner of the site and will house the sediment basin and wetland in the base of it.
The sizing of the RB’s from the results of the hydrology modelling are listed in the following table:
Table 6: Catchment Areas of Proposed Development
Catchment Volume (m3)
Retarding Basin B 2,700
Retarding Basin C 3,300
Beveridge Williams 12
5 STORMWATER TREATMENT
It is a Victorian Government requirement that Quality of stormwater runoff from the proposed development meets the Urban Stormwater Best Practice Environmental Management Guidelines (BPEMG).
Constructed sediment basin and wetland systems are the main proposed treatment measure and will be the sole treatment for catchments A and C (at the north east and south of the site respectively). Catchment B is proposed to incorporate a swale drain along its natural drainage corridor in conjunction with a wetland.
Appendix E contains detail on the sizing of the wetlands.
The location of the proposed treatment assets in relation to the development is shown in Figure 7. The designs will be in accordance with the specific technical details contained in the design and construction WSUD Technical Manual .
Figure 7: MUSIC Model Structure Not to scale
Beveridge Williams 13
5.1 Climatic Data and MUSIC Model Inputs
The meteorological template used for MUSIC modelling was data from Warragul Rainfall Station. This station has been chosen as it was the closest available rainfall data (approx. 30km from the subject site).
The rainfall years of 1990-1995 have been chosen due to their annual average rainfall being similar to that of Leongatha’s (1021mm). The selected data set has an average of 1017mm and includes a dry year (743mm) and a wet year (1240mm).
The six minute time step was chosen as it corresponds to the shortest travel time for stormwater within the subject site. This time step is generally used as it is the minimum and results in higher model accuracy.
Figure 8: MUSIC Rainfall Data from Warragul Rainfall Station
Table 7: Catchment Areas of Proposed Development
Fraction impervious values have been taken from the Infrastructure Design Manual adopted by South Gippsland Shire Council. For the purposes of MUSIC modelling the value of 0.70 for residential areas has been used for catchments A and C. Due to the large area of reserves in catchment B the coefficient of runoff has been lowered to 0.60.
Catchment Area (ha)
Fraction Impervious
Catchment A 4.721 0.70
Catchment B 24.527 0.60
Catchment C 33.533 0.70
Beveridge Williams 14
Table 8: MUSIC Adopted Values Typical for Wetland and Sediment Basins
Characteristic Value
Low Flow Bypass (m3/s) 0
High Flow Bypass (m3/s)
Inlet Pond Volume (m3)
100
0
Extended Detention Depth (m) 0.35
Surface Area (m2) Varies
Permanent Pool Volume (m3) Varies
Exfiltration Rate (mm/hr) 0.36 (Heavy clay)
Evaporative Loss as % of PET 125
Equivalent Pipe Diameter (mm) Varies
Overflow Weir Width (m) 10
Notional Detention Time (hrs) Wetland: 72 hours
Sediment Basin: 12 hours
Table 9: Wetland and SB Node Sizes
Table 10: Other Node Sizes
WSUD Measure Length (m)
Bed Slope (%)
Depth (m)
Base Width (m)
Top Width (m)
Swale 430 2.20 0.5 4.0 11.0
5.2 MUSIC Model Results (treatment results and node sizes)
Using the above MUSIC inputs, the following treatment efficiencies have been determined for the proposed Development:
Asset Water Treatment Area (m2) Permanent Pool Volume (m3)
Wetland A 2,100 900
Wetland B 4,000 2,500
Wetland C 6,500 3,300
Sediment Basin A 300 250
Sediment Basin B 450 400
Sediment Basin C 450 400
Beveridge Williams 15
Table 11: Catchment A MUSIC Treatment Results
Sources Residual Load % Reduction
Flow (ML/yr) 35.0 25.2 28.0
Total Suspended Solids (kg/yr) 7,190 483 93.3
Total Phosphorous (kg/yr) 14.4 2.34 83.8
Total Nitrogen (kg/yr) 102 33.9 66.6
Gross Pollutants (kg/yr) 1,333 0.0 100.0
Table 12: Catchment B MUSIC Treatment Results
Sources Residual Load % Reduction
Flow (ML/yr) 166 131 21.3
Total Suspended Solids (kg/yr) 34,200 1,960 94.3
Total Phosphorous (kg/yr) 68.7 13.2 80.7
Total Nitrogen (kg/yr) 470 214 54.5
Gross Pollutants (kg/yr) 6,290 0.0 100.0
Table 13: Catchment C MUSIC Treatment Results
Sources Residual Load % Reduction
Flow (ML/yr) 249 226 9.3
Total Suspended Solids (kg/yr) 47,200 15,300 67.6
Total Phosphorous (kg/yr) 100 44.2 55.9
Total Nitrogen (kg/yr) 733 462 37.0
Gross Pollutants (kg/yr) 9,420 0.0 100.0
Table 14: Overall MUSIC Treatment Results
Sources Residual Load % Reduction
Flow (ML/yr) 447 351 21.5
Total Suspended Solids (kg/yr) 89,400 16,900 81.1
Total Phosphorous (kg/yr) 182 58.3 68
Total Nitrogen (kg/yr) 1,290 698 45.7
Gross Pollutants (kg/yr) 17,000 0.0 100.0
As seen above the determined treatment efficiencies show that the preliminary asset sizing is adequate to achieve BPEMG for reduction of pollutants.
Beveridge Williams 16
6 STAGING AND SEQUENCING
The C65 site is most likely to proceed with development ahead of the rest of the site due to the site already zoned GRZ1. The arrangement of sediment basin B and wetland B within an RB at the head of the proposed swale will allow the C65 site to proceed and meet treatment and detention requirements without relying on the remainder of the site to be re-zoned and developed. Therefore the C65 site can be considered as a stand-alone development, and Table 7 shows that the whole site can be treated to BPEMG targets.
The majority of sediment basin B and wetland B will be just outside of the C65 boundary. As the ultimate assets are intended to be installed as part of the development, this area will be under Council ownership, and discussions with Council will need to be had in order to negotiate handover of that area.
Beveridge Williams 17
7 CONCLUSION
This report has identified an overall drainage management strategy and an interim drainage management strategy for the proposed residential development located at 77 Gibson Street, Leongatha.
The strategy provides a methodology for the management of stormwater on the subject site which would result in:
▪ Conveyance of external catchment flows through the site in accordance with the Council Safe
Floodway Criteria;
▪ Construction of drainage to meet the likely requirements of West Gippsland CMA and Council,
including 1 in 100 year ARI capacity road reserves and underground drainage for the 1 in 5
year ARI storm event as needed;
▪ Construction of Sediment Basins, Wetlands and Retarding Basin to meet the retardation and
overall water quality treatment.
▪ Identified likely staging of development and associated major drainage works.
The above strategy can be implemented and all of West Gippsland CMA and Council’s development requirements can be achieved, with no net effect on the downstream properties.
BEVERIDGE WILLIAMS & CO PTY LTD
Prepared by
Approved for issue by
Ben Jones
Design Engineer
Jacqueline Woodlock
Water Resources Engineer
Aram Manjikian
Manager Water Resources
Beveridge Williams A
APPENDIX A. Locality Plan
Acquired from DSE Interactive Maps
Site
Location
Beveridge Williams A
APPENDIX B. Indicative Subdivision Plan
Standard density lots within GRZ1 area
Existing contours (5m interval)
Site boundary (approx.)
Tree reserve / walkway reserve
Open space
Potential standard density lots
Potential drainage reserve
GRZ1 area
Potential open space
LEGEND
Internal title boundary (approx.)
FZ area
Proposed limit of construction
(GRZ1 Lots)
Pump station reserve
2.5m wide concrete shared path
Drainage reserve
Potential Local retail
Potential Unit Site
Notes:
· Only Lot 1 PS 404151 is currently zoned GRZ1. The remainder of the site is
currently zoned FZ.
· An indicative layout is shown to demonstrate the possibility of future
development subject to the required zoning changes and approvals.
· This plan is subject to Council approval.
· All dimensions and areas are subject to survey and final computations.
· Drainage reserves shown have been preliminarily sized for the treatment and
detention of stormwater to Council requirements. Pump station size is
indicative only. The layout and areas required will be subject to engineering
detail design and Council approval.
· Further investigation and approvals may be required for fire buffers, vegetation
retention and removal, site access and egress, required external road and
servicing works, and aboriginal and cultural heritage.
· Open space reserves shown within this development are indicative only and
subject to Council approval
· Arc dimensions shown are length of arc (not chord)
Site (Approx.)
62.791ha
Lot 1 PS 404151 (GRZ1)
11.993ha
Remainder of Site (FZ)
50.798ha
Proposed Lots within GRZ1
8.691ha
Potential Lots within FZ 28.692ha
Open Space
3.152ha
Drainage Reserve
6.371ha
Walkway
0.064ha
0.182ha
Pump station
Local retail
0.258ha
15.152ha
Roads
* Lot yield to be specified on the relevant Indicative Subdivision Plan for each stage
Potential Unit Site 0.229ha
Lot 1 PS 404151 ( Zoned GRZ1)
1
6
1
6
1
6
16
1
6
1
6
1
6
1
6
1
6
22.5
1
6
1
6
2
4
16
2
4
1
6
2
4
2
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24
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2
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1
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16
16
Drainage Reserve
0.85ha
Reserve
0.70ha
Drainage
Reserve
3.02ha
Drainage Reserve
2.00ha
Reserve
2.45ha
1
6
1
6
1
6
1
6
1
6
2
7
1
6
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9
5
6
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8
5
7
0
8
0
6
0
5
5
5
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45
6
0
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70
5
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7
5
6
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8
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7
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6
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8
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46
8
5
6
5
55
8
5
7
0
75
55
9
0
80
Future Leongatha
Township direction
potential
Lot 2 PS 404151
Land within the Leongatha
Structure Plan
(Currently Zoned FZ)
Lot 1 LP 212865 (PART)
(Currently Zoned FZ)
Lot 1 PS 330446
Land within the Leongatha
Structure Plan
( Currently Zoned FZ)
Lot 2 PS 330446 (PART)
Land partially within the
Leongatha Structure Plan
(Currently Zoned FZ)
W
O
R
T
H
Y
S
T
R
E
E
T
60
Pump Station
0.18ha
Local Retail
0.26ha
10
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W
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Reserve
F
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R
A
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D
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IV
E
W
A
Y
2
4
Proposed Future Unit Site -
Subject to Council Approval
0.20ha
6
0
14.5
16
16
1
6
1
6
1
6
1
6
6
0
1
6
1
6
1
6
16
1
6
1
6
1
6
1
6
16
1
6
1
6
Drainage
Reserve
0.50ha
Version No:
Warragul ph : 03 5623 2257
www.beveridgewilliams.com.au
Beveridge Williams
development & environment consultants
Scale (A1):
(A3):
C:\USERS\GUYT\DOCUMENTS\1801419 - MURPHY, 77 GIBSON STREET LEONGATHA\_UD\00\CAD\1801419_UD_BASE01.DWG
Date:
Job No:
N
0 40 80 120 16040 200 240m
1:2000
1:4000
Whole of Site Development Plan
Shingler Street, Leongatha
"Shamrock Springs"
10.12.2018
16A
1801419
Existing contours (5m interval)
PS 404151C (LOT 1)
Drainage reserve
Lots <600m²
LEGEND
Open space
2.5m wide concrete shared path
Lots 600m² min
Stage boundary
Stage numbers
X
Walkway
Lots >700m²
Notes:
· This plan is subject to Council approval.
· All dimensions and areas are subject to survey and final computations.
· Further investigation and approvals may be required for fire buffers, vegetation
retention and removal, site access and egress, required external road and
servicing works, and aboriginal and cultural heritage.
· Arc dimensions shown are length of arc (not chord)
Site - PS404151 (LOT 1)
11.993ha
* Standard Density Lots
8.691ha
Open Space
0.491ha
Drainage Reserve
0.024ha
2.724ha
* Roads
* Walkway
0.063ha
* Indicates inclusion in NDA
Lot Yield
(Standard Density)
134 lots @ 11.7 lots per ha
649m² average lot sizze
Total Number of Lots 134
Net Developable Area
11.478ha
121
111
114
113
112
630m²
630m²
630m²
630m²
700m²
700m²
700m²
700m²
700m²
700m²
700m²
1
0
0
N
o
V
e
h
icle
A
ccce
ss
N
o
V
e
h
icle
A
ccce
ss
9
5
7
5
1
0
0
W
a
lkw
a
y 0
.0
6
h
a
9
5
9
0
8
5
7
0
8
0
90
80
7
0
8
5
8
5
7
0
75
9
0
8
0
Reserve
2
4
1
6
16
1
6
1
6
2
7
1
6
10
2
4
1
6
G
IB
S
O
N
S
T
R
E
E
T
S
H
IN
G
LE
R
S
T
R
E
E
T
H
IG
G
S
T
R
E
E
T
H
IL
L
V
IE
W
C
O
U
R
T
B
U
R
R
O
W
S
F
L
O
R
A
S
T
O
N
D
R
IV
E
W
A
Y
(E
xistin
g
)
603m²
577m²
590m²
603m²
603m²
603m²
603m²
603m²
610m²
624m²
624m²
611m²
611m²
624m²
577m²
603m²
603m²
536m²
603m²
603m²
590m²
577m²
603m²
590m²
603m²
536m²
603m²
603m²
630m²
630m²
630m²
630m²
630m²
630m²
630m²
630m²
630m²
630m²
630m²
630m²
657m²
700m²
657m²
700m²
630m²
630m²
122
123
124
610m²
610m²
206
205
207
208
209
219
218
217
216
221
220
301
302
303
304
305
314
310
311
312
313
327
326
325
324
323
503
504
505
506
507
508
509
510
511
306
307
308
309
512
427
426
425
424
423
422
421
403
404
405
406
409
410
411
412
413
414
415
417
521
522
523
524
525
526
590m²
577m²
222
223
420
419
418
520
519
518
517
502
501
513
514
515
516
402
401
322
224
225
226
227
228
229
230
202
203
204
201
321
320
319
318
317
316
315
215
700m²
700m²
214
110
109
108
107
106
105
104
103
102
101
408
407
1
6
1
6
1
6
1
6
1
6
1
6
5
1
5
.4
5
4
.
2
0
4
.
2
4
4
.
2
4
5
.
5
0
1
8
1
8
1
8
16
1
6
18
1
0
.0
3
2
0
3
5
1
0
.
4
6
2
0
3
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2
0
3
5
20
4
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2
41
7
16.50
35
16.50
1
7
3
2
4
.
2
4
14
4
1
.
7
0
4
.
2
4
4
.
2
0
9
.
5
3
3
2
4
.
2
4
3
7
11.48
5
.0
3
36.79
16.50
1
0
.
4
2
5
.
9
3
4
.
4
4
1
8
.6
7
11.19 1
7
34.01
4
.
2
4
18
3
5
18
3
5
1
8
35.90
4
.
2
4
1
4
17
38.90
18
1
8
38.90
1
4
4
.
2
4
35.90
1
7
38.90
1
8
1
8
35
1
8
18
3
5
18
3
5
1
8
18
3
5
1
8
18
35
1
8
1
8
35
1
8
3
5
1
8
3
5
1
8
35
1
8
3
5
1
8
1
8
3
5
18
1
8
3
5
1
8
3
5
1
8
35
1
8
4
.
2
4
4
.
2
5
18
3
5
1
8
3
5
1
8
35
1
8
4
.
2
4
3
2
38.89
3
8
.8
9
1
8
1
8
18
1
8
1
8
38.89
1
8
1
8
38.89
1
8
1
8
38.89
1
8
18
38.89
1
8
38.89
1
8
3
8
.8
9
18
1
8
33.50
18
33.50
1
8
33.50
16
33.50
1
8
33.50
18
1
8
33.50
3
5
1
7
3
2
4
.
2
4
14
16.50
1
6
.5
0
16.50
3
5
16.50
3
2
1
7
3
5
1
4
4
.
2
4
1
8
3
3
.5
0
33.50
18
1
8
1
6
33.50
16
33.50
1
8
33.50
1
8
1
8
3
3.5
0
3
7
14
4
.
2
4
3
4
17
16.50
16.50
16.50
3
7
16.50
3
4
4
.
2
4
1
4
3
7
1
7
3
4
4
.
2
4
1
4
1
7
3
7
16.50
16.50
33.50
1
8
33.50
1
8
33.50
33.50
18
33.50
1
8
33.50
4
.
2
4
1
8
3
3
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0
16.50
3
5
16.50
32
1
7
3
5
1
4
4
.
2
4
1
8
33.50
33.50
33.50
2
4
416
700m²
700m²
700m²
700m²
700m²
700m²
38.89
1
8
1
8
1
8
38.89
18
18
38.89
1
8
1
8
38.89
1
8
1
8
38.89
1
8
1
8
3
8
.8
9
1
8
684m²
854m²
1
9
3
9
.6
7
5
.9
9
2
4
.6
9
700m²
695m²
680m²
680m²
681m²
681m²
690m²
3
5
20
3
5
2
0
32
1
7
4
0
1
7
4
0
1
7
4
0
1
7
693m²
681m²
1
8
1
8
.4
1
8
.4
1
8
.4
18.75
15.81
18.4
18.4
18.4
18.25
37.01
37.01
3
7
.0
1
37.01
3
4
686m²
700m²
683m²
700m²
1
6
19.06
18.55
3
7
18.55
37
18.93
18.93
18.57
34
15.57
3
7
.5
3
7
.6
1
603m²
536m²
536m²
603m²
1
8
1
6
3
3
.5
33.5
1
8
1
6
1
8
1
8
1
8
1
8
1
6
3
6
5
.
6
6
36.19
2
5
.7
5
24.19
1
3
.
3
5
61.37
2570m²
861m²
698m²
621m²
621m²
621m²
621m²
621m²
621m²
689m²
665m²
665m²
692m²
622m²
622m²
700m²
700m²
700m²
16.89
19
1
9
1
6
.8
19.8
3
5
19
19
19.89
3
5
700m²
935m²
1
8
19.86
3
9
.6
2
38.89
38.89
1
8
38.89
1
8
1
6
16
26.17
3
8
.8
38.8
3
8
.8
3
8
.8
3
8
.8
3
8
.8
3
8
.8
38.8
18.02
1
8
16
1
6
1
6
1
6
3
3
.
1
8
4
2
.
0
5
3
8
.8
9
3
8
.8
9
9
.0
3
6
.9
8
1
0
.
5
3
3
5
G
IB
S
O
N
S
T
R
E
E
T
(U
p
g
ra
d
e
/C
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n
stru
ctio
n
R
e
q
u
ire
d
)
1
6
603m²
120
119
118
117
116
115
210
211
212
1
6
16
1
6
1
6
16
1
6
660m²
661m²
3
5
1
9
32
1
6
.0
5
18
.8
6
18.86
3
5
213
604m²
604m²
604m²
605m²
605m²
606m²
600m²
600m²
1
6
16
3
7
.5
37.69
3
7
.5
37.71
3
7
.5
37.74
37.76
675m²
675m²
600m²
602m²
678m²
678m²
1
6
1
8
18
1
8
1
8
1
6
37.5
1
6
18
1
8
1
6
1
6
37.5
37.63
37.66
37.79
37.81
3
7
.8
4
1
6
1
6
1
6
675m²
700m²
1
8
3
7
.5
0.26
17.74
672m²
838m²
27.89
32.11
4
7
.
5
4
3
8
30.01
665m²
665m²
1
9
1
9
35
1
9
1
9
3
4
.
8
2
1
0
.
2
0
11.35
4
.
6
2
1
0
.2
0
2
28.21
35
7
.
9
5
1
2
5
4
3
2338m²
Proposed limit of
construction
Drainage
Reserve
1
6
665m²
675m²
625m²
665m²
19.29
1
9
19
19.29
2
.5
3
35
1
9
To be included in
future development.
Stage 3
Stage 5
TOTAL number of lots
26
27
134
Stage 4
Total
27
Stage 124
Stage 230
Date:
NVersion No:
Warragul ph : 03 5623 2257
www.beveridgewilliams.com.au
Beveridge Williams
development & environment consultants
Scale (A1):
(A3):Version Date Description Drafted Approved
C:\USERS\GUYT\DOCUMENTS\1801419 - MURPHY, 77 GIBSON STREET LEONGATHA\_UD\00\CAD\1801419_UD_BASE01.DWG
Date:
Job No:
15
15
17.01.2019Plan updated, staging added
T. Guy
Indicative Subdivision & Staging Plan - PS 404151 (Lot 1)
Shingler Street, Leongatha
"Shamrock Springs"
17.01.2019
1801419
0 20 40 60 8020 100 120m
1:1000
1:2000
Beveridge Williams A
APPENDIX C. Catchment Plans
Lot 1 PS 404151 ( Zoned GRZ1)
Site (Approx.)
62.791ha
Lot 1 PS 404151 (GRZ1) 11.993ha
Remainder of Site (FZ)
50.798ha
Proposed Lots within GRZ1
8.691ha
Potential Lots within FZ 28.692ha
Open Space
3.152ha
Drainage Reserve
6.371ha
Walkway
0.064ha
1
0
0
9
5
7
5
Notes:
· Only Lot 1 PS 404151 is currently zoned GRZ1. The remainder of the site is
currently zoned FZ.
· An indicative layout is shown to demonstrate the possibility of future
development subject to the required zoning changes and approvals.
· This plan is subject to Council approval.
· All dimensions and areas are subject to survey and final computations.
· Drainage reserves shown have been preliminarily sized for the treatment and
detention of stormwater to Council requirements. Pump station size is
indicative only. The layout and areas required will be subject to engineering
detail design and Council approval.
· Further investigation and approvals may be required for fire buffers, vegetation
retention and removal, site access and egress, required external road and
servicing works, and aboriginal and cultural heritage.
· Open space reserves shown within this development are indicative only and
subject to Council approval
· Arc dimensions shown are length of arc (not chord)
1
0
0
9
5
6
5
9
0
8
5
7
0
8
0
6
0
5
5
5
0
45
6
0
6
0
5
0
70
5
5
65
7
5
6
0
6
0
85
8
0
8
0
8
5
9
0
8
0
90
7
5
80
6
0
7
0
7
5
8
5
8
5
46
8
5
6
5
55
8
5
7
0
75
55
9
0
8
0
Potential standard density lots
Potential drainage reserve
Future Leongatha
Township direction
potential
Lot 2 PS 404151
Land within the Leongatha
Structure Plan
(Currently Zoned FZ)
Lot 1 LP 212865 (PART)
(Currently Zoned FZ)
Lot 1 PS 330446
Land within the Leongatha
Structure Plan
( Currently Zoned FZ)
Lot 2 PS 330446 (PART)
Land partially within the
Leongatha Structure Plan
(Currently Zoned FZ)
0.182ha
Pump station
Notes:
· Only Lot 1 PS 404151 is currently zoned GRZ1. The remainder of the site is
currently zoned FZ.
· An indicative layout is shown to demonstrate the possibility of future
development subject to the required zoning changes and approvals.
· This plan is subject to Council approval.
· All dimensions and areas are subject to survey and final computations.
· Drainage reserves shown have been preliminarily sized for the treatment and
detention of stormwater to Council requirements. Pump station size is
indicative only. The layout and areas required will be subject to engineering
detail design and Council approval.
· Further investigation and approvals may be required for fire buffers, vegetation
retention and removal, site access and egress, required external road and
servicing works, and aboriginal and cultural heritage.
· Open space reserves shown within this development are indicative only and
subject to Council approval
· Arc dimensions shown are length of arc (not chord)
Pump station reserve
Local retail
0.258ha
15.152ha
Roads
Proposed area to be rezoned GRZ1
Proposed Lots
Open Space
Drainage Reserve
Pump station
Roads
* Lot yield to be specified on the relevant Indicative Subdivision Plan for each stage
* Lot yield to be specified on the relevant Indicative Subdivision Plan for each stage
2.5m wide concrete shared path
2.5m wide concrete shared path
Potential Local retail
Potential Unit Site
Potential Unit Site 0.229ha
Local retail
A4.016ha
B11.474ha
E7.764ha
G12.354ha
C8.760ha
D5.715ha
F9.208ha
H3.522ha
NOT TO SCALE NBeveridge Williams
Scale
Project Ref Drawing No Rev
Project
DrawingTitle
Drawn
DesignedDate
ApprovedDate Stage No
PS Number
Details
K:\Jobs Data\1801419 - Murphy, 77 Gibson Street Leongatha\_Wat\Drawings\SWMS\1801419-SWMS-LAY.dwg
© COPYRIGHT All rights reservedBeveridge Williams & Co. Pty Ltd has granted a licence to the principle to use this document for its intended purpose.No unauthorised copying is permitted
ofSheet
REV DESCRIPTION DATE DRN. APP. REV DESCRIPTION DATE DRN. APP.
PRELIMINARY PRINTNOT FOR CONSTRUCTION
1700204 SWMS 011 A
225 GAP ROAD, VENTNORHOMY APARTMENTS PTY LTDBASS COAST SHIRE COUNCILRORB PRE-DEVELOPED CATCHMENTS
J.WOODLOCK09.07.18
J.WOODLOCK
A.MANJIKIAN10.07.18
1 Glenferrie RoadMalvern VIC 3144ph: 03 9524 8888www.beveridgewilliams.com.auA ISSUED TO CLIENT 10.07.18 JW AM
01 01
Lot 1 PS 404151 ( Zoned GRZ1)
Site (Approx.)
62.791ha
Lot 1 PS 404151 (GRZ1)
11.993ha
Remainder of Site (FZ)
50.798ha
Proposed Lots within GRZ1
8.691ha
Potential Lots within FZ 28.692ha
Open Space
3.152ha
Drainage Reserve
6.371ha
Walkway
0.064ha
Drainage Reserve
0.85ha
Reserve
0.70ha
Drainage
Reserve
3.02ha
Drainage Reserve
2.00ha
Reserve
2.45ha
(E
xistin
g
)
1
0
0
N
o V
ehicle A
cccess
N
o V
ehicle A
cccess
9
5
7
5
Notes:
· Only Lot 1 PS 404151 is currently zoned GRZ1. The remainder of the site is
currently zoned FZ.
· An indicative layout is shown to demonstrate the possibility of future
development subject to the required zoning changes and approvals.
· This plan is subject to Council approval.
· All dimensions and areas are subject to survey and final computations.
· Drainage reserves shown have been preliminarily sized for the treatment and
detention of stormwater to Council requirements. Pump station size is
indicative only. The layout and areas required will be subject to engineering
detail design and Council approval.
· Further investigation and approvals may be required for fire buffers, vegetation
retention and removal, site access and egress, required external road and
servicing works, and aboriginal and cultural heritage.
· Open space reserves shown within this development are indicative only and
subject to Council approval
· Arc dimensions shown are length of arc (not chord)
1
0
0
W
alk
w
a
y 0
.06
ha
9
5
6
5
9
0
8
5
7
0
8
0
6
0
5
5
5
0
45
6
0
6
0
5
0
70
5
5
65
7
5
6
0
6
0
85
8
0
8
0
8
5
9
0
8
0
90
7
5
80
6
0
7
0
7
5
8
5
8
5
46
8
5
6
5
55
8
5
7
0
75
55
9
0
8
0
Potential standard density lots
Future Leongatha
Township direction
potential
Lot 2 PS 404151
Land within the Leongatha
Structure Plan
(Currently Zoned FZ)
Lot 1 LP 212865 (PART)
(Currently Zoned FZ)
Lot 1 PS 330446
Land within the Leongatha
Structure Plan
( Currently Zoned FZ)
Lot 2 PS 330446 (PART)
Land partially within the
Leongatha Structure Plan
(Currently Zoned FZ)
Pump Station
0.18ha
0.182ha
Pump station
Local Retail
0.26ha
Notes:
· Only Lot 1 PS 404151 is currently zoned GRZ1. The remainder of the site is
currently zoned FZ.
· An indicative layout is shown to demonstrate the possibility of future
development subject to the required zoning changes and approvals.
· This plan is subject to Council approval.
· All dimensions and areas are subject to survey and final computations.
· Drainage reserves shown have been preliminarily sized for the treatment and
detention of stormwater to Council requirements. Pump station size is
indicative only. The layout and areas required will be subject to engineering
detail design and Council approval.
· Further investigation and approvals may be required for fire buffers, vegetation
retention and removal, site access and egress, required external road and
servicing works, and aboriginal and cultural heritage.
· Open space reserves shown within this development are indicative only and
subject to Council approval
· Arc dimensions shown are length of arc (not chord)
Pump station reserve
Local retail
0.258ha
15.152ha
Roads
Proposed area to be rezoned GRZ1
28.825ha
Proposed Lots
15.690ha
Open Space 1.896ha
Drainage Reserve
3.846ha
0.182ha
Pump station
6.953ha
Roads
* Lot yield to be specified on the relevant Indicative Subdivision Plan for each stage
* Lot yield to be specified on the relevant Indicative Subdivision Plan for each stage
2.5m wide concrete shared path
Reserve
Proposed Future Unit Site -
Subject to Council Approval
0.20ha
Potential Local retail
Potential Unit Site
0.258ha
Potential Unit Site 0.229ha
Local retail
Drainage
Reserve
0.50ha
1
2
3
1
6
16
16
1
6
1
6
1
6
1
6
16
1
6
2
2
.5
1
6
16
24
16
2
4
16
24
2
4
2
4
1
6
2
4
1
6
1
6
16
16
1
6
16
1
6
1
6
16
27
16
60
1
0
24
6
0
1
4
.5
16
1
6
1
6
1
6
1
6
1
6
6
0
1
6
1
6
1
6
1
6
1
6
1
6
1
6
1
6
1
6
1
6
1
6
2
3
4
G
IB
S
O
N
S
T
R
E
E
T
G
IB
S
O
N
S
T
R
E
E
T
G
IB
S
O
N
S
T
R
E
E
T
S
H
IN
G
LE
R
S
T
R
E
E
T
(U
p
g
ra
d
e
/C
o
n
stru
ctio
n
R
e
q
u
ire
d
)
W
O
R
T
H
Y
S
T
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Proposed limit of
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Drainage
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To be included in
future development.
B11.478ha
C7.824ha
D6.101ha
E12.165ha
F8.482ha
G12.612ha
A4.126ha
NOT TO SCALE NBeveridge Williams
Scale
Project Ref Drawing No Rev
Project
DrawingTitle
Drawn
DesignedDate
ApprovedDate Stage No
PS Number
Details
K:\Jobs Data\1801419 - Murphy, 77 Gibson Street Leongatha\_Wat\Drawings\SWMS\1801419-SWMS-LAY.dwg
© COPYRIGHT All rights reservedBeveridge Williams & Co. Pty Ltd has granted a licence to the principle to use this document for its intended purpose.No unauthorised copying is permitted
ofSheet
REV DESCRIPTION DATE DRN. APP. REV DESCRIPTION DATE DRN. APP.
PRELIMINARY PRINTNOT FOR CONSTRUCTION
1700204 SWMS 012 A
225 GAP ROAD, VENTNORHOMY APARTMENTS PTY LTDBASS COAST SHIRE COUNCILRORB POST DEVELOPED CATCHMENTS
J.WOODLOCK09.07.18
J.WOODLOCK
A.MANJIKIAN10.07.18
1 Glenferrie RoadMalvern VIC 3144ph: 03 9524 8888www.beveridgewilliams.com.auA ISSUED TO COUNCIL 10.07.18 JW AM
01 01
Beveridge Williams A
APPENDIX D. RORB Modelling results
1801419-RORB-PostDeveloped-noRB_mc for report.out.txt
RORBWin Monte-Carlo Run Summary
*******************************
Program version 6.42 (last updated 19th Dec 2018)
Copyright Monash University and Hydrology and Risk Consulting
Date run: 24 Jan 2019 14:43
Catchment file : K:\Jobs Data\1801419 - Murphy, 77 Gibson Street Leongatha\_Wat\Models\RORB\Post Dev\Without Detention\1801419-RORB-PostDeveloped-noRB.catg
Rainfall location: ARR2016 user defined
Spatial pattern : Uniform
Areal Red. Fact. : Based on ARR 2016 (Book 2 Chapter 4)
Loss factors : Constant with ARI
Temporal pattern : Point temporal patterns Monte-Carlo sampled from K:\Jobs Data\1801419 - Murphy, 77 Gibson Street Leongatha\_Wat\Models\RORB\Rainfall
Data\1801419-SWMS-RORB-SSmainland_Increments.csv based on AEP bins
Duration(hr) 1.0 2.0 3.0 6.0 12.0 24.0 48.0 72.0 96.0 120.0 144.0 168.0
Num avail 30 30 30 30 30 30 30 30 30 30 30 30
Pre-burst has been applied.
Parameters: kc = 2.84 m = 0.80
Loss parameters Initial loss (mm) Cont. loss (mm/h)
22.00 5.60
Results for Storm Duration of 1 hour
~~~~~~~~~~~~~~~~~~~~~~~~~~~~~~~~~~~~~~
Rorb model check run completed OK:
No. of time increments in run = 71
Number of incs in rainfall burst = 42
Number of sub- & intrstn-areas = 7 1
Number of hydrographs to track = 6
Monte-Carlo sampling undertaken using 20 runs over each rainfall interval,
where the rainfall distribution is discretised into 50 intervals.
Label Description
----- -----------
Div Number of discretised rainfall interval
Run Number of run within given rainfall interval
ARI ARI of stochastic rainfall depth
Depth Depth (mm) of stochastic design rainfall burst
TPat Rank of temporal pattern selected from *_mc.pat file for given duration
Pb Pre-burst depth (mm) applied to design storm.
I.L. Stochastic factor applied to initial loss parameter
IL_F ARI-dependent deterministic factors applied to initial loss parameter
LR_F ARI-dependent deterministic factors applied to loss rate parameter
Peak 01 Calculated hydrograph, B
Peak 02 Calculated hydrograph, B,C,D
Peak 03 Calculated hydrograph, A
Peak 04 Calculated hydrograph, A,B,C,D
Peak 05 Calculated hydrograph, E,F,G
Peak 06 Calculated hydrograph, Total site
Page 1
1801419-RORB-PostDeveloped-noRB_mc for report.out.txt
Summary of Runs for Critical Duration Analysis
~~~~~~~~~~~~~~~~~~~~~~~~~~~~~~~~~~~~~~~~~~~~~~
Peak 01: Calculated hydrograph, B
Num AEP (1:Y) 1 hour 2 hour 3 hour 6 hour 12 hour 24 hour 48 hour 72 hour 96 hour 120 hour 144 hour 168 hour Maximum Tcrit
1 2 0.40 0.33 0.25 0.16 0.12 0.04 0.04 0.00 0.00 0.00 0.00 0.00 0.402 1 hour
2 5 0.65 0.52 0.43 0.32 0.21 0.11 0.10 0.04 0.02 0.06 0.06 0.06 0.650 1 hour
3 10 0.81 0.69 0.55 0.40 0.28 0.15 0.13 0.08 0.08 0.10 0.10 0.11 0.807 1 hour
4 20 0.96 0.90 0.68 0.51 0.35 0.19 0.16 0.11 0.13 0.12 0.13 0.14 0.957 1 hour
5 50 1.17 1.28 0.88 0.72 0.49 0.29 0.23 0.15 0.18 0.15 0.17 0.20 1.280 2 hour
6 100 1.38 1.45 1.07 0.95 0.63 0.36 0.29 0.18 0.24 0.19 0.19 0.24 1.454 2 hour
7 200 1.71 1.59 1.25 1.11 0.76 0.45 0.36 0.26 0.28 0.23 0.21 0.30 1.705 1 hour
8 500 2.15 1.90 1.53 1.31 0.98 0.56 0.43 0.33 0.35 0.29 0.26 0.36 2.150 1 hour
9 1000 2.49 2.29 1.77 1.57 1.18 0.67 0.52 0.40 0.43 0.35 0.31 0.43 2.494 1 hour
Peak 02: Calculated hydrograph, B,C,D
Num AEP (1:Y) 1 hour 2 hour 3 hour 6 hour 12 hour 24 hour 48 hour 72 hour 96 hour 120 hour 144 hour 168 hour Maximum Tcrit
1 2 0.23 0.22 0.19 0.14 0.10 0.04 0.02 0.00 0.00 0.00 0.00 0.00 0.229 1 hour
2 5 0.37 0.37 0.33 0.28 0.22 0.12 0.11 0.01 0.06 0.05 0.02 0.08 0.371 1 hour
3 10 0.48 0.50 0.45 0.39 0.29 0.17 0.15 0.08 0.10 0.10 0.12 0.13 0.499 2 hour
4 20 0.61 0.67 0.58 0.51 0.39 0.21 0.20 0.13 0.14 0.13 0.17 0.17 0.673 2 hour
5 50 0.79 0.88 0.78 0.69 0.56 0.34 0.32 0.18 0.22 0.19 0.21 0.25 0.884 2 hour
6 100 0.97 1.01 0.95 0.86 0.70 0.43 0.42 0.25 0.33 0.28 0.23 0.33 1.010 2 hour
7 200 1.20 1.21 1.16 1.05 0.92 0.55 0.51 0.34 0.45 0.38 0.30 0.43 1.215 2 hour
8 500 1.55 1.54 1.49 1.32 1.14 0.72 0.65 0.47 0.58 0.48 0.40 0.54 1.550 1 hour
9 1000 1.90 1.90 1.82 1.64 1.38 0.87 0.80 0.58 0.72 0.63 0.50 0.66 1.905 1 hour
Peak 03: Calculated hydrograph, A
Num AEP (1:Y) 1 hour 2 hour 3 hour 6 hour 12 hour 24 hour 48 hour 72 hour 96 hour 120 hour 144 hour 168 hour Maximum Tcrit
1 2 0.12 0.10 0.08 0.06 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.117 1 hour
2 5 0.19 0.16 0.14 0.10 0.06 0.00 0.00 0.00 0.00 0.00 0.02 0.02 0.188 1 hour
3 10 0.23 0.21 0.17 0.13 0.09 0.03 0.00 0.00 0.03 0.00 0.04 0.04 0.234 1 hour
4 20 0.28 0.28 0.22 0.16 0.12 0.06 0.00 0.02 0.05 0.00 0.05 0.06 0.282 2 hour
5 50 0.35 0.38 0.28 0.23 0.16 0.10 0.01 0.05 0.07 0.03 0.07 0.08 0.382 2 hour
6 100 0.42 0.43 0.34 0.30 0.20 0.12 0.10 0.07 0.09 0.05 0.08 0.09 0.434 2 hour
7 200 0.52 0.48 0.41 0.35 0.25 0.15 0.13 0.09 0.10 0.08 0.09 0.10 0.520 1 hour
8 500 0.67 0.58 0.51 0.43 0.32 0.19 0.15 0.12 0.12 0.10 0.10 0.12 0.668 1 hour
9 1000 0.78 0.71 0.58 0.50 0.39 0.23 0.18 0.14 0.15 0.13 0.11 0.15 0.777 1 hour
Peak 04: Calculated hydrograph, A,B,C,D
Num AEP (1:Y) 1 hour 2 hour 3 hour 6 hour 12 hour 24 hour 48 hour 72 hour 96 hour 120 hour 144 hour 168 hour Maximum Tcrit
1 2 0.35 0.32 0.26 0.18 0.14 0.08 0.06 0.00 0.02 0.05 0.00 0.00 0.346 1 hour
2 5 0.55 0.53 0.46 0.37 0.28 0.16 0.14 0.07 0.09 0.10 0.07 0.09 0.551 1 hour
3 10 0.71 0.69 0.62 0.51 0.38 0.22 0.19 0.11 0.13 0.13 0.15 0.16 0.706 1 hour
4 20 0.88 0.94 0.78 0.66 0.50 0.27 0.25 0.16 0.18 0.18 0.20 0.21 0.942 2 hour
5 50 1.13 1.25 1.03 0.90 0.72 0.43 0.39 0.22 0.29 0.24 0.26 0.30 1.248 2 hour
6 100 1.39 1.41 1.25 1.11 0.88 0.53 0.51 0.31 0.42 0.35 0.29 0.40 1.415 2 hour
7 200 1.70 1.68 1.53 1.35 1.14 0.68 0.63 0.42 0.54 0.45 0.37 0.51 1.702 1 hour
8 500 2.21 2.09 1.95 1.68 1.44 0.88 0.79 0.58 0.69 0.57 0.49 0.65 2.213 1 hour
9 1000 2.68 2.55 2.35 2.07 1.76 1.08 0.99 0.68 0.87 0.74 0.61 0.78 2.681 1 hour
Peak 05: Calculated hydrograph, E,F,G
Num AEP (1:Y) 1 hour 2 hour 3 hour 6 hour 12 hour 24 hour 48 hour 72 hour 96 hour 120 hour 144 hour 168 hour Maximum Tcrit
1 2 0.44 0.50 0.44 0.31 0.24 0.09 0.07 0.04 0.02 0.00 0.00 0.03 0.497 2 hour
Page 2
1801419-RORB-PostDeveloped-noRB_mc for report.out.txt
2 5 0.73 0.81 0.73 0.58 0.45 0.26 0.23 0.11 0.16 0.15 0.16 0.16 0.809 2 hour
3 10 0.96 1.07 0.94 0.78 0.60 0.34 0.31 0.19 0.22 0.22 0.25 0.26 1.072 2 hour
4 20 1.21 1.42 1.19 1.00 0.78 0.42 0.40 0.27 0.29 0.28 0.33 0.33 1.416 2 hour
5 50 1.58 1.75 1.57 1.30 1.08 0.65 0.63 0.36 0.44 0.37 0.41 0.44 1.749 2 hour
6 100 1.92 2.05 1.98 1.60 1.35 0.82 0.80 0.47 0.61 0.51 0.44 0.59 2.053 2 hour
7 200 2.42 2.50 2.37 1.97 1.69 1.01 0.96 0.62 0.78 0.65 0.54 0.75 2.504 2 hour
8 500 3.11 3.18 2.98 2.44 2.13 1.28 1.13 0.81 0.98 0.79 0.71 0.93 3.180 2 hour
9 1000 3.86 3.78 3.44 2.99 2.43 1.55 1.43 0.95 1.19 0.98 0.82 1.08 3.858 1 hour
Peak 06: Calculated hydrograph, Total site
Num AEP (1:Y) 1 hour 2 hour 3 hour 6 hour 12 hour 24 hour 48 hour 72 hour 96 hour 120 hour 144 hour 168 hour Maximum Tcrit
1 2 0.75 0.80 0.68 0.49 0.38 0.14 0.13 0.07 0.04 0.08 0.07 0.06 0.800 2 hour
2 5 1.22 1.31 1.15 0.94 0.73 0.41 0.37 0.17 0.24 0.24 0.24 0.25 1.307 2 hour
3 10 1.59 1.72 1.53 1.28 0.95 0.55 0.49 0.30 0.34 0.35 0.41 0.42 1.720 2 hour
4 20 2.00 2.30 1.93 1.62 1.27 0.68 0.63 0.42 0.47 0.45 0.54 0.55 2.302 2 hour
5 50 2.63 2.89 2.56 2.16 1.80 1.07 1.00 0.58 0.72 0.61 0.67 0.74 2.885 2 hour
6 100 3.20 3.36 3.18 2.69 2.22 1.34 1.31 0.78 1.03 0.86 0.73 0.98 3.356 2 hour
7 200 4.02 4.11 3.85 3.31 2.85 1.66 1.59 1.03 1.34 1.11 0.91 1.26 4.114 2 hour
8 500 5.11 5.18 4.84 4.12 3.57 2.15 1.91 1.39 1.67 1.36 1.19 1.60 5.176 2 hour
9 1000 6.40 6.17 5.74 5.04 4.25 2.62 2.42 1.64 2.03 1.73 1.43 1.86 6.404 1 hour
Elapsed Run Time (hh:mm:ss) = 00:00:07
Page 3
1801419-RORB-PreDeveloped_mc for report.out.txt
RORBWin Monte-Carlo Run Summary
*******************************
Program version 6.42 (last updated 19th Dec 2018)
Copyright Monash University and Hydrology and Risk Consulting
Date run: 24 Jan 2019 11:05
Catchment file : K:\Jobs Data\1801419 - Murphy, 77 Gibson Street Leongatha\_Wat\Models\RORB\Pre Dev\1801419-RORB-PreDeveloped.catg
Rainfall location: ARR2016 user defined
Spatial pattern : Uniform
Areal Red. Fact. : Based on ARR 2016 (Book 2 Chapter 4)
Loss factors : Constant with ARI
Temporal pattern : Point temporal patterns Monte-Carlo sampled from K:\Jobs Data\1801419 - Murphy, 77 Gibson Street Leongatha\_Wat\Models\RORB\Rainfall
Data\1801419-SWMS-RORB-SSmainland_Increments.csv based on AEP bins
Duration(hr) 1.0 2.0 3.0 6.0 12.0 24.0 48.0 72.0 96.0 120.0 144.0 168.0
Num avail 30 30 30 30 30 30 30 30 30 30 30 30
Pre-burst has been applied.
Parameters: kc = 2.08 m = 0.80
Loss parameters Initial loss (mm) Cont. loss (mm/h)
22.00 5.60
Rorb model check run completed OK:
No. of time increments in run = 71
Number of incs in rainfall burst = 42
Number of sub- & intrstn-areas = 8 1
Number of hydrographs to track = 5
Monte-Carlo sampling undertaken using 20 runs over each rainfall interval,
where the rainfall distribution is discretised into 50 intervals.
Label Description
----- -----------
Div Number of discretised rainfall interval
Run Number of run within given rainfall interval
ARI ARI of stochastic rainfall depth
Depth Depth (mm) of stochastic design rainfall burst
TPat Rank of temporal pattern selected from *_mc.pat file for given duration
Pb Pre-burst depth (mm) applied to design storm.
I.L. Stochastic factor applied to initial loss parameter
IL_F ARI-dependent deterministic factors applied to initial loss parameter
LR_F ARI-dependent deterministic factors applied to loss rate parameter
Peak 01 Calculated hydrograph, B,C,D
Peak 02 Calculated hydrograph, E,F,G
Peak 03 Calculated hydrograph, A
Peak 04 Calculated hydrograph, H
Peak 05 Calculated hydrograph, Total site
Summary of Runs for Critical Duration Analysis
Page 1
1801419-RORB-PreDeveloped_mc for report.out.txt
~~~~~~~~~~~~~~~~~~~~~~~~~~~~~~~~~~~~~~~~~~~~~~
Peak 01: Calculated hydrograph, B,C,D
Num AEP (1:Y) 1 hour 2 hour 3 hour 6 hour 12 hour 24 hour 48 hour 72 hour 96 hour 120 hour 144 hour 168 hour Maximum Tcrit
1 2 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.000
2 5 0.00 0.00 0.08 0.08 0.06 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.082 6 hour
3 10 0.11 0.13 0.15 0.14 0.10 0.00 0.04 0.00 0.00 0.00 0.00 0.03 0.148 3 hour
4 20 0.16 0.21 0.22 0.21 0.16 0.04 0.09 0.00 0.00 0.00 0.02 0.07 0.223 3 hour
5 50 0.24 0.29 0.35 0.34 0.31 0.17 0.15 0.07 0.09 0.00 0.08 0.12 0.347 3 hour
6 100 0.32 0.37 0.50 0.45 0.45 0.24 0.21 0.13 0.18 0.14 0.12 0.20 0.502 3 hour
7 200 0.41 0.54 0.64 0.62 0.59 0.32 0.28 0.21 0.30 0.22 0.15 0.28 0.642 3 hour
8 500 0.57 0.75 0.88 0.84 0.83 0.49 0.47 0.34 0.43 0.31 0.23 0.38 0.883 3 hour
9 1000 0.78 0.95 1.12 1.04 1.00 0.62 0.63 0.46 0.50 0.43 0.32 0.49 1.121 3 hour
Peak 02: Calculated hydrograph, E,F,G
Num AEP (1:Y) 1 hour 2 hour 3 hour 6 hour 12 hour 24 hour 48 hour 72 hour 96 hour 120 hour 144 hour 168 hour Maximum Tcrit
1 2 0.00 0.02 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.022 2 hour
2 5 0.11 0.17 0.15 0.13 0.09 0.01 0.00 0.00 0.00 0.00 0.00 0.00 0.172 2 hour
3 10 0.23 0.31 0.27 0.23 0.17 0.06 0.04 0.00 0.00 0.00 0.00 0.04 0.307 2 hour
4 20 0.34 0.44 0.40 0.33 0.25 0.10 0.13 0.00 0.05 0.00 0.01 0.09 0.438 2 hour
5 50 0.49 0.62 0.59 0.52 0.43 0.23 0.21 0.00 0.11 0.00 0.11 0.15 0.622 2 hour
6 100 0.66 0.80 0.80 0.69 0.62 0.33 0.29 0.15 0.21 0.18 0.15 0.25 0.803 3 hour
7 200 0.84 0.97 1.03 0.91 0.82 0.42 0.38 0.25 0.37 0.27 0.19 0.35 1.029 3 hour
8 500 1.15 1.32 1.36 1.28 1.10 0.63 0.59 0.41 0.53 0.38 0.28 0.47 1.359 3 hour
9 1000 1.53 1.67 1.66 1.51 1.34 0.80 0.78 0.52 0.63 0.53 0.39 0.60 1.671 2 hour
Peak 03: Calculated hydrograph, A
Num AEP (1:Y) 1 hour 2 hour 3 hour 6 hour 12 hour 24 hour 48 hour 72 hour 96 hour 120 hour 144 hour 168 hour Maximum Tcrit
1 2 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.10 0.10 0.10 0.00 0.101 96 hour
2 5 0.00 0.02 0.03 0.00 0.00 0.00 0.00 0.00 0.10 0.10 0.10 0.00 0.101 96 hour
3 10 0.00 0.07 0.07 0.02 0.00 0.00 0.00 0.00 0.10 0.10 0.10 0.00 0.101 96 hour
4 20 0.04 0.11 0.09 0.06 0.03 0.00 0.00 0.01 0.10 0.10 0.10 0.00 0.105 2 hour
5 50 0.13 0.15 0.13 0.11 0.09 0.01 0.03 0.03 0.10 0.10 0.10 0.00 0.147 2 hour
6 100 0.17 0.19 0.17 0.14 0.12 0.04 0.06 0.05 0.10 0.10 0.10 0.00 0.191 2 hour
7 200 0.21 0.23 0.22 0.19 0.16 0.07 0.08 0.06 0.10 0.10 0.10 0.00 0.226 2 hour
8 500 0.28 0.30 0.28 0.26 0.21 0.11 0.10 0.08 0.10 0.10 0.10 0.05 0.298 2 hour
9 1000 0.37 0.36 0.33 0.31 0.26 0.14 0.13 0.09 0.11 0.10 0.10 0.09 0.375 1 hour
Peak 04: Calculated hydrograph, H
Num AEP (1:Y) 1 hour 2 hour 3 hour 6 hour 12 hour 24 hour 48 hour 72 hour 96 hour 120 hour 144 hour 168 hour Maximum Tcrit
1 2 0.00 0.01 0.00 0.00 0.00 0.00 0.00 0.10 0.10 0.10 0.10 0.00 0.101 96 hour
2 5 0.00 0.05 0.00 0.00 0.00 0.00 0.00 0.10 0.10 0.10 0.10 0.00 0.101 96 hour
3 10 0.00 0.07 0.00 0.00 0.00 0.00 0.00 0.10 0.10 0.10 0.10 0.00 0.101 96 hour
4 20 0.00 0.09 0.00 0.00 0.01 0.00 0.00 0.10 0.10 0.10 0.10 0.00 0.101 96 hour
5 50 0.04 0.12 0.08 0.07 0.06 0.00 0.03 0.10 0.10 0.10 0.10 0.00 0.116 2 hour
6 100 0.13 0.15 0.14 0.11 0.10 0.02 0.05 0.10 0.10 0.10 0.10 0.00 0.147 2 hour
7 200 0.16 0.18 0.17 0.15 0.13 0.05 0.07 0.10 0.10 0.10 0.10 0.00 0.176 2 hour
8 500 0.22 0.23 0.23 0.21 0.17 0.09 0.09 0.10 0.10 0.10 0.10 0.04 0.233 2 hour
9 1000 0.29 0.29 0.27 0.25 0.21 0.12 0.11 0.10 0.10 0.10 0.10 0.07 0.288 2 hour
Peak 05: Calculated hydrograph, Total site
Num AEP (1:Y) 1 hour 2 hour 3 hour 6 hour 12 hour 24 hour 48 hour 72 hour 96 hour 120 hour 144 hour 168 hour Maximum Tcrit
1 2 0.00 0.00 0.00 0.03 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.027 6 hour
2 5 0.17 0.28 0.25 0.24 0.15 0.02 0.00 0.00 0.00 0.00 0.00 0.00 0.284 2 hour
3 10 0.37 0.53 0.45 0.42 0.29 0.10 0.12 0.00 0.03 0.01 0.00 0.09 0.528 2 hour
4 20 0.55 0.75 0.70 0.61 0.47 0.18 0.26 0.07 0.09 0.08 0.09 0.16 0.747 2 hour
5 50 0.80 1.06 1.04 0.96 0.83 0.45 0.41 0.16 0.22 0.15 0.23 0.30 1.057 2 hour
Page 2
1801419-RORB-PreDeveloped_mc for report.out.txt
6 100 1.07 1.36 1.46 1.28 1.21 0.63 0.57 0.32 0.44 0.38 0.31 0.51 1.458 3 hour
7 200 1.38 1.72 1.85 1.71 1.60 0.82 0.74 0.51 0.77 0.55 0.38 0.72 1.855 3 hour
8 500 1.86 2.41 2.50 2.36 2.16 1.24 1.16 0.83 1.09 0.76 0.57 0.99 2.500 3 hour
9 1000 2.53 2.96 3.13 2.85 2.65 1.60 1.56 1.10 1.27 1.07 0.77 1.26 3.133 3 hour
Elapsed Run Time (hh:mm:ss) = 00:00:32
Page 3
Beveridge Williams A
APPENDIX E. Stormwater Management Arrangement Concept Plan
Beveridge Williams A
APPENDIX F. 100 year ARI overland flow paths
1
0
0
1
0
0
9
5
9
5
90
8
5
7
5
8
0
7
0
6
5
6
0
5
5
5
0
45
6
0
5
5
5
0
6
0
6
0
6
0
6
5
70
7
5
8
0
8
5
9
0
85
80
8
0
7
5
8
5
9
0
7
0
7
5
8
0
85
drainage
reserve
drainage
reserve
native tree to
be retained
utilise existing
main drainage
line for WSUD
G
IB
S
O
N
S
T
R
E
E
T
O
LD
K
O
R
U
M
B
U
R
R
A
R
O
A
D
R
O
Y
A
L