GHD Flood Mapping Review City of Stonnington 2008
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Stonnington City Council
Report for Stonnington Flood Mapping Revisions 2008
October 2009
I. •'
Contents
1. Introduction and Background
1.1 Introduction
1.2 Existing Flood Plain Mapping
2. Scope of Revision 2
2.1 Mapping Locations 2
2.2 Deliverables 4
3. Available Information 5
3.1 Existing Models 5
3.2 New Council Drainage Information 5
3.3 Site Inspections 5
3.4 Ground Survey 5
3.5 Property Information 6
3.6 Floor Level Survey 6
3.7 Aerial Photography 6
4. Technical Methodology 7
4.1 Introduction 7
4.2 Overview 7
4.3 Hydrology 8
4.4 Hydraulic Modelling 12
5. Flood Extent Mapping 15
5.1 Introduction 15
5.2 Extent of Inundation 15
5.3 Plan Notes 16
6. Flood and Safety Risk Assessment 18
6.1 Introduction 18
6.2 Flood Risk 18
6.3 Safety Risk 19
7. GIS Output 20
7.1 Introduction 20
7.2 Flood Extents 20
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7.3 Floodway Risk Zones
20
7.4 Mapping Limits
21
7.5 Catchment and Subcatchment Boundaries
21
7.6 Spot Flood Depths at Street Intersections
21
7.7 Spatial Property Database
22
7.8 100 year ARI Flood Level Contours
23
8. Recommendations
24
9. References
25
Table Index Table 3.1
Table 4.1
Table 4.2
Table 4.3
Table 4.4
Table 4-5
Table 6.1
Table 6.2
Information obtained from Council
Adopted k, values
Default Fraction Impervious
Residential Fraction Impervious
Rainfall Intensity (mim/h) for Stonnington
Bed Resistance Values for 2D Network
Summary Flood Risk Statistics
Safety Risk Data
5
9
10
10
11
13
19
19
Figure Index Figure 2.1 2008 Flood Plain Mapping Revision Locations
3
Appendices A Flood Maps
B Description of Previous Methodology
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1. Introduction and Background
1.1 Introduction
Stonnington City Council commissioned GHD to revise and update some areas of its flood plain mapping. These revisions were requested as a result of drainage improvement works undertaken in the last four years or so, and anecdotal flooding information on two storm events in January 2004 and December 2007. The areas of revision were broken down into five packages for modelling and mapping.
1.2 Existing Flood Plain Mapping
Stonnington's existing flood plain mapping is based on several projects undertaken by Egis Consulting Australia (now GHD) and GHD over the last ten years.
The original mapping was completed in September 1999 with a report (Egis 1999), hardcopy flood maps and several GIS layers being produced. In May 2001, the Stonnington City Council requested that Egis provide flood plain mapping services for 28 additional locations, which was completed in November 2001 (Egis 2001). A further revision to existing areas of mapping was undertaken by GHD in 2003 (GHD 2003), utilising the same information and models as for the previous mapping but with additional drainage and survey details provided by Council incorporated into the models. Further modelling and mapping of the Yarra Street Catchment was also undertaken by GHD in 2004.
The requirements of the original 1999 mapping were to:
Prepare plans showing the extent of inundation resulting from flows in excess of the capacity of Stonnington City Council's drainage systems in 100, 50 and 20 year average recurrence interval flood events;
Identify buildings subject to flooding to above floor levels in events up to the 100 year event;
Identify the risks, in terms of velocity and depth, associated with leaving properties during a flood event; and
Produce all spatial data in a GIS format for use with MapInfo.
The requirements for the 2001 mapping were similar to above but were more directly linked to assisting with the generation of Special Building Overlays in the Planning Scheme. Hence, the focus was on mapping only and not on the property database, which was not produced. The property database was however updated as part of the 2003 mapping project.
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2. Scope of Revision
2.1 Mapping Locations
The City of Stonnington nominated several areas of flood plain mapping for revision. These areas were grouped into five packages for modelling and mapping, as shown below in Figure 2.1. The modelling requirements of each package, paraphrased from Council's Brief dated 28 April 2008, are given below.
2.1.1 Package 1 (Yarra Street Catchment)
As a result of a reduction to the Yarra River Land Subject to Inundation Overlay (LS10), mapping of the Yarra Street Catchment was required to extend to the revised LSIO.
Recent drainage improvement works in the southern end of Davis Avenue and eastern end of Alexandra Street necessitated remapping of the area.
It was also requested that mapping be extended further westwards along Fawkner Street and Nicholson Street until the flood extent was clear of properties.
A proposed residential development at 76 Long Street (corner of Powell Street) may also have an impact on flood extents.
2.1.2 Package 2 (Wrights Terrace)
Council indicated that the laneway at the rear of 8 to 28 Wrights Terrace actually grades towards Wrights Terrace, and does not contain a low point at the rear of 18 Wrights Terrace as suggested in previous mapping. It was requested that the mapping in this area be revised.
2.1.3 Package 3 (East Street and High Street)
A storm in January 2004 (estimated to be approximately a 50 year ARI storm event) resulted in flooding of properties between Ascot Street and East Street, at the northern end of Eva Street. It was requested that this flow path be mapped
It was also requested that mapping be extended further westwards along High Street to Park Street, or until the flood extent was clear of properties.
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Figure 2.1 2008 Flood Plain Mapping Revision Locations
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2.1.4 Package 4 (Rotherwood Drive and Peverill Street)
In December 2007, 20 mm of rain was recorded in 12 minutes at a Melbourne Water rain gauge on Gardiners Creek (estimated by others to be a 50 year ARI storm event). This storm resulted in flooding through 7 and 9 Rotherwood Drive. Previous mapping did not cover these properties, hence it was requested that the mapping include all properties between Rotherwood Drive and the reserve at the rear.
The overland flow path from the low point in Peverill Street has not been mapped. A recent residential development at 4 Peak Street indicated that the rear of 2, 4 and 6 Peak Street may be affected by overland flow from Peverill Street. It was therefore requested to undertake mapping through Peverill Park.
2.1.5 Package 5 (Argyll Street)
Significant flooding occurred at a low point in Argyll Street between Stirling Avenue and Ayr Avenue during storm events in January 2004 and December 2007. It was therefore requested to undertake mapping from the rear of 94 Argyll Street to The Boulevard.
It was also requested to undertake mapping from the low point opposite 7 and 9 Argyll Street to the Malvern Valley Public Golf Course.
Neither of these areas had been mapped before.
It was intended to utilise existing cadastre, planning information, aerial survey, models, extents and databases, where available from the previous mapping, together with Council's more recent information on ground level surveys, storm events and new drainage works, in the mapping of the above areas. Details of the actual information used are described in Chapter 3.
2.2 Deliverables
The deliverables for this project include:
GIS layers of the 20, 50 and 100 year flood extents, hazard polygons, 100 year ARI water surface contours, flooding depths at road intersections and revised property database, as described in Section 7; and
A set of 1:2,500 Al hardcopy maps of the entire City, along with a pdf file of each map, which will enable reproduction at Al or scaled at 50% to A3 size.
All GIS deliverables include data in the current revision areas only (i.e. those shown in Figure 2.1).
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3. Available Information
3.1 Existing Models
Existing hydrologic and hydraulic models from the previous mapping projects undertaken by Egis and GHD were adopted as a starting point for all modelling under the current project. Care has been taken when using these models to confirm that details accord with current information. In a few cases, discrepancies such as superseded pipe details have been identified, discussed with Council and corrected.
The hydraulic models from the previous mapping projects were initially based on drainage base maps for both the old Malvern and Prahran areas and updated over time with details from design drawings where available.
3.2 New Council Drainage Information
The relevant hydraulic models from the previous mapping were modified to include revised drainage details based on information provided on the plans in Table 3.1.
Table 3.1 Information obtained from Council
Plan Name Number
Davis Av & Alexandra St Drain Improvements, Sheets 4 to 10 of 10 2006-008
Eva Street — Drainage Improvement (East Side) (11 sheets) 2007-015
Council also made available for the first time their drainage GIS layers in MapInfo format, which were used to verify or update drainage details in the hydraulic models.
3.3 Site Inspections
Site inspections were undertaken over the duration of the project at select locations to verify flow paths and pit locations, and to appropriately consider the effects of fences, buildings and vegetation.
3.4 Ground Survey
All previous flood mapping had utilised photogrammetric survey information based on aerial photography taken in 1998. This photogrammetry however, did not cover any of the Package 5 area (which was not previously mapped). Aerial laser survey, or LiDAR, was obtained in 2007 for much of metropolitan Melbourne, including all of the City of Stonnington. With the LiDAR supplied by the City of Stonnington being more recent and providing a more complete coverage than the photogrammetry, it was adopted in this project for all five package areas.
Digital Terrain Models (DTMs) were created for each package area based on the LiDAR.
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3.5 Property Information
The City of Stonnington made available a MapInfo layer of property polygons covering the entire municipality. This information was used to identify flood affected properties in the five package areas mapped as part of this project. The database of flooded properties compiled during previous flood mapping projects has not been updated so will not necessarily reflect current property boundaries.
3.6 Floor Level Survey
Floor level survey was undertaken in 1999 for the original mapping project. This survey information was used to determine the flood risks of individual properties. No additional floor level survey has been undertaken for the subsequent two projects, preventing the assessment of flood risks in some areas. This is discussed further in Section 6.2.
3.7 Aerial Photography
Reference was made to aerial photography dated 2006 for the current packages to assist with assigning surface roughness and to confirm observations made during site inspections.
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4. Technical Methodology
4.1 Introduction
All previous mapping used a fairly consistent methodology which is described in previous reports (GHD 2003), an extract of which is included as Appendix B for easy reference. As the current packages required at the very least a substantial update of the existing hydraulic models it was decided to adopt newer modelling approaches. Some of the key features of the adopted modelling approach are summarised below and contrasted with that used for the previous modelling:
Unsteady State (time varying flows) Previous modelling was steady state, where constant peak flows were derived in RORB and input into the hydraulic model. With unsteady state modelling hydrographs (time varying flows) are generated for each subarea in RORB and routed in the hydraulic model. Many storm durations are analysed and the envelope of peak results is determined from these hydraulic modelling results.
Integrated 10 and 2D hydraulic model The two dimensional (2D) domain is used to model the overland flow while the pipes are modelled with one dimensional (10) elements similar to those found in the hydraulic models used previously. The primary benefit of the two dimensional hydraulic model for urban areas is that flows can find their own path through the terrain rather than being restricted to predefined paths.
These improvements come at the expense of increased computational effort which has previously restricted their application although with increases in computing power and software refinements the use of integrated 10/20 models is now becoming more common.
The hydrology was still undertaken using RORB with parameters consistent with previous modelling. One feature of the current methodology is that most of the routing occurs within the hydraulic model and hence the estimate of the RORB routing parameter kc is less critical. On this basis, kc values were selected with reference to previous modelling and regional relationships.
4.2 Overview
Hydrologic modelling for this flood plain mapping revision was undertaken using RORB. The RORB models have been set up for the purposes of providing incremental hydrographs for input into unsteady hydraulic models only and as such, cannot be relied upon to provide total flow estimates along the Council drains. Hydrographs are printed for individual subareas along the drains, or for groups of subareas above the drains to be mapped. Each RORB model has been run for all standard storm durations (15 minutes to 72 hours) for the 100,50 and 20 year ARI events.
Hydraulic modelling of the Council drains and associated flow paths within each package area was undertaken using TUFLOW. TUFLOW is a hydrodynamic model used for simulating one-dimensional (10) and two-dimensional (20) flows. The TUFLOW models were created using Council drainage details from existing hydraulic models or from other information provided by Council (refer to Section 3.2), terrain data based on LiDAR, and using inflow hydrographs from RORB. The TUFLOW models are run to determine flood levels for the 100,50 and 20 year ARI events. The results of the TUFLOW runs are post-processed to create flood extents and hazard risk polygons.
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4.3 Hydrology
4.3.1 RORB Model Overview
RORB (Laurenson et al 2005) is a non-linear rainfall runoff and streamflow routing model for calculation of flow hydrographs in drainage and stream networks.
The model requires catchments to be subdivided into subareas, connected by a series of conceptual reach storages. Design storm rainfall is input to the centroid of each subarea. Specified losses are then deducted, and the excess routed through the reach network.
Each reach is assumed to have storage characteristics as follows:
S = 3600kQm
where S is storage (m3); Q is outflow discharge (m3/s); and k and m are dimensionless parameters.
The coefficient k is the product of two factors:
K = kc.k,
where kc is an empirical coefficient applicable to the entire catchment, and kr is the relative delay time applicable to each reach.
The relative delay time for each reach, kr,, is determined as follows:
kri = Fi*(Liklav)
where L, is the reach length (km), d„ is the average distance along the reach network from each subareas' centroid to the catchment outlet (km), and F1 is an empirical factor, and a function of reach type as follows:
for natural reaches, F1=1.0, for excavated but unlined reaches, F,=1/(3SP5), for lined or piped reaches, F1=1/(9S2•3), and for drowned reaches, F,=0.0,
where S, is reach slope (%).
The model is also able to simulate:
Lakes, retarding basins and similar storages; and
Concentrated and distributed inflows and outflows.
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4.3.2 RORB Model Application and Parameters
For the purposes of assigning a reach type, overland flow along roads was generally assumed to be "lined or piped", overland flow predominantly through properties was generally classified as "excavated but unlined".
RORB's initial loss/runoff coefficient model was used throughout the study. Adopted parameters for pervious areas were as follows:
Initial loss - 15 mm; and
Runoff coefficient - 0.6.
The model sets these parameters for impervious areas as follows:
Initial loss - 0 mm; and
Runoff coefficient - 0.9.
A value of 0.8 was adopted for the model exponent, m, throughout.
Ke values used in each RORB model were derived either by adopting the calibration (i.e. the kddav ratio) of previous RORB modelling or by adopting a formula based on catchment area derived by the Dandenong Valley Authority. The adopted ke values used in this project are shown below:
Table 4.1 Adopted Ica values
Package No.
Catchment Total Reference Area (ha)
Method Previous Kc
Previous day (km)
Current day (km)
Adopted Kc
1 4801 89.2 KcidaV 1.604 1.23 1.09 1.42
2 0501 48.7 KcidaV 1.63 0.93 0.93 1.63
3 1302 49.2 Kc/dav 1.7 0.75 0.80 1.81
4 2201 8.3 = 1.53A° 55 0.39
2202 13.8 lc = 1.53A° 55 0.52
5 2501 10.8 Kc = 1.53A°55 0.45
2502 5.2 K0 = 1.53A°55 0.30
4.3.3 Impervious Fractions
Standardised impervious percentages for each major land use were adopted as shown in Table 4.2 and Table 4.3. Land use was based the City of Stonnington's Planning Scheme Zone. Where necessary, the default values were adjusted to better reflect the land use. All zone types were assigned to one of the major land uses listed in Table 4.2. The catchments containing the five package areas mapped as part of this project are shown in bold in Table 4.3.
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Table 4.2 Default Fraction Impervious
Equivalent Zoning Default Fraction Impervious
Residential Areas depending on location refer Table,5f2." 4.4,5 50-80%
Schools (Melbourne HS and most private schools) 45%
Schools (most public schools) 70%
Commercial 85%
Industrial 80%
Reserves/open spaces 10%
Table 4.3 Residential Fraction Impervious
Drainage Catchment Default Fraction Impervious
Allenby Avenue 50%
Avenel Road 60%
Belgrave Road 50%
Canberra Road 70%
Chadstone Road 50%
Clarke Street / York Road 60%
Commercial Road 80%
Creswick Street 60%
Dandenong Road 75%
Darling Road 50%
Darling Street 80%
Hedgely Dene 50%
Lara Street 60%
Macgregor Street 50%
Moonga Road 60%
Prahran / Essex / Surrey Road 75%
Scotchmans Creek (North and South) 50%
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Drainage Catchment Default Fraction Impervious
Tooronga Road 60%
Union Street 80%
Williams Road East of Kooyong Road 65%
Williams Road West of Kooyong Road 70%
Yarra Street North of Toorak Road 70%
Yarra Street South of Toorak Road 80%
Yarradale Road 60%
4.3.4 Design Rainfall Intensities
Design rainfall intensities were determined based on the methods prescribed in Book 2 of the 1997 Edition of Australian Rainfall and Runoff (1EAust 1997), and are presented in Table 4.4.
Table 4.4 Rainfall Intensity (mm/h) for Stonnington
Average Recurrence Interval (Years)
Duration 20 50 100
10 mins 92.29 114.80 133.51
15 mins 75.57 93.67 108.67
20 mins 64.82 80.13 92.79
30 mins 51.45 63.34 73.14
45 mins 40.22 49.31 56.76
60 mins 33.53 40.97 47.06
90 mins 25.81 31.40 35.96
2 hrs 21.36 25.90 29.60
3 hrs 16.30 19.68 22.42
4.5 hrs 12.42 14.93 16.96
6 hrs 10.25 12.29 13.92
9 hrs 7.82 9.33 10.54
12 hrs 6.46 7.68 8.66
18 hrs 5.00 5.99 6.77
24 hrs 4.17 5.00 5.67
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Average Recurrence Interval (Years)
Duration 20 50 100
30 hrs 3.60 4.34 4.93
36 hrs 3.19 3.85 4.39
48 his 2.62 3.18 3.63
72 hrs 1.94 2.37 2.72
4.4 Hydraulic Modelling
4.4.1 Introduction
Hydraulic modelling was undertaken using TUFLOW. TUFLOW is a hydrodynamic model used for simulating one-dimensional (1D) and two-dimensional (2D) flows. The model is based on the solution to the free-surface flow equations. It links 1D network (ESTRY) domains to 20 network (TUFLOW) domains to represent the catchment terrain and its drainage system. The TUFLOW model consists of a 2D network representing the catchment terrain, a 1D network representing the pipe system and a set of boundary conditions comprising the calculated RORB hydrograph inflows and the downstream water levels.
TUFLOW modelling was undertaken to determine the peak 100, 50 and 20 year ARI water levels along the requested sections of Council drainage network using the corresponding RORB hydrographs for Existing Conditions. For each design event (ARI), the model was initially run for twenty different storm durations ranging from 10 minutes to 72 hours in order to determine the critical peak flood levels (i.e. 60 runs in total). Subsequent runs omitted longer duration storms, as these did not produce critical flood levels in the areas mapped.
4.4.2 2D Domain
The 2D domain represents the surface terrain of all major flow paths to be mapped. For this project, the terrain in each package area was represented by grids of 2 metre square cells, based on the DTMs created from LiDAR. Each cell is made up of nine points, with each point having an elevation corresponding to the surface elevation at that location. Each grid was orientated so that the grid lines ran perpendicular to the major road networks within the catchment.
The bed resistance was allocated to each cell as a Manning's n value based on land use type. Adopted Manning's n values are tabulated in Table 4-5 below.
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Table 4-5 Bed Resistance Values for 2D Network
Land Use Manning's n
Residential area 0.2
Railway 0.05
Reserve — few trees 0.03
Reserve — more trees 0.04
Industrial/Commercial areas 0.2 — 0.3
Road Reserve (including nature strip and footpath) and similar paved areas
0.02
4.4.3 ID Network
The existing one-dimensional network comprises all the underground pipes and pits in each package area. Pipes were mostly modelled as circular or rectangular culverts. Conduits of other cross-sectional shapes (e.g. ovoids) were defined using tables of hydraulic properties. Pipe sizes were generally taken from existing hydraulic models, Council's GIS layers or design drawings, and confirmed with Council staff where any discrepancies existed.
Typical values adopted for pipe parameters were as follows:
Manning's n = 0.011 to 0.015 for concrete pipes, 0.02 for brick conduits;
Pit loss coefficient = 0.2 to 2.0;
Pits - 1.2 m by 1.2 m rectangular section.
4.4.4 Boundary Conditions
The hydrographs generated using the RORB models in each package area for the 100, 50 and 20 year ARI events were adopted as the flow boundary conditions ("QT" — flow versus time). Flows were put into the TUFLOW models by either applying a hydrograph to a single node on the 1D network or distributing a hydrograph evenly between a number of nodes on the 10 network.
Constant tailwater levels were applied at the drain outlets of each package area. These levels were applied in the TUFLOW models as head versus time boundary conditions ("HT" boundary with head remaining constant) at the pipe outlets, generally corresponding to the pipe obverts levels. Overland flows at the downstream ends of the mapping areas were allowed to freely discharge.
4.4.5 Run Parameters
The following parameters were adopted for running TUFLOW:
A time step of 1 second for both the 2D and 10 networks;
Model run times long enough for peak flood levels to occur through out the drainage system; and
Initial water levels equal to the downstream tailwater levels to prevent a surge of water heading up the system at the beginning of a run.
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4.4.6 Results
The results of the individual storm duration runs for each design event were post-processed, using utilities provided with TUFLOW, to form an envelope of maximum flood levels for each design event. The maximum flood level envelopes for the 100, 50 and 20 year ARI events and 100 year ARI velocity-depth products from TUFLOW were processed further to create the respective flood extents and safety risk polygons.
The flood levels and velocities calculated in this Study correspond to a storm event on the catchment of the drain under consideration without any allowance for a coincident event on the outfall stream of the drain. It is entirely likely, particularly along the lower reaches of drainage systems, that higher flood levels than those calculated in this study may result from a flood event on the outfall stream, either alone or coincident with a storm event in the catchment of the drain in question.
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5. Flood Extent Mapping
5.1 Introduction
TUFLOW modelling was used to determine flood levels and velocity-depth products in each of the five package areas for the 100, 50 and 20 year ARI events. Flood levels were then used in conjunction with LiDAR to determine extents of inundation.
5.2 Extent of Inundation
Extents of inundation, for the 100, 50 and 20 year ARI events are shown on the Flood Plain Mapping Plans covering the entire Stonnington Municipality. All information is based on surface topography at the date of survey as indicated on the Plans, and as described above in Section 3.4. Peak flows are based on zoned land use conditions.
All information produced as part of this flood plain mapping revision has been merged with information from all previous projects for mapping purposes. Limit of mapping polygons have been generated to clearly define the regions for which extents are shown. The mapping limits also indicate from which project the mapping was undertaken.
Note that new cadastre has been used on all maps. In areas previously mapped some properties identified as having above floor inundation may have subsequently been subdivided. Due to this and the potential redevelopment of properties subsequent to the original floor level survey it is possible that some shaded properties may actually have floors above the flood level.
5.2.1 Filtering of shallow sheet flow
In most circumstances shallow sheet flow does not results in a flood risk and if shown on a flood map can infer that flooding exists in an area where in actual fact there is only shallow sheet flow of little or no significance. The flood extent through private property in Package 3 was filtered to remove large areas of shallow sheet flow from the extent.
5.2.2 Other Adjustments
An inspection of properties and LiDAR along Yarra Street (Package 1) revealed that a significant amount of development (much of which is post the aerial survey) effectively prevents the shallow sheet flow to the east that is indicated by the LiDAR. As a result, the extent along the east side of Yarra Street has been trimmed manually just within the property boundary to acknowledge that flow does not continue through these properties while at the same time providing a flood level for planning purposes to help prevent inappropriate development (e.g. construction of underground car parks with entrances that are too low).
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5.3 Plan Notes
The following notes appear of each of the Flood Plain Mapping Plans:
1. One percent probability flood extents shown are expected to be reached during a flood event with a 1 in 100 chance of being equalled or exceeded in any one year (also known as a 100 year average recurrence interval flood) under the physical and topographic conditions prevailing at the time of preparation. This flood may occur more than once per year.
2. The approximate extents of land liable to flooding during the one percent probability flood have been based on survey data available at the time of preparation. These include survey based on low level aerial photography flown on 25 October 1998, aerial laser survey prepared in 2007, and subsequent detailed ground survey undertaken by the City of Stonnington. Current drainage conditions may differ from those adopted at the time of the analysis. The exact extent of flooding for individual properties can only be determined by a licensed surveyor.
3. Floods greater than the one percent flood can occur. During such floods an area greater than that shown would be inundated. Conversely properties within the area shown can be affected by floods of lesser magnitude.
4. Local flooding of other areas, or in excess of the extents shown, may occur. The extent of flooding shown relates to flooding from mapped reaches of the City of Stonnington's drainage systems only, and does not include other Melbourne Water, Council or private drainage systems.
5. Local increases in flood levels, depths and/or velocities shown may result from local factors such as drain blockages, and local obstructions to overland flows such as fences, buildings and cars.
6. Flood information shown relates only to floodwaters emanating from the catchments of the drainage systems shown, and do not include any allowance for coincident flood events on outfall streams, or other streams or drains. In the lower reaches of most drainage systems, greater flood levels, depths and/or velocities than those shown may result from flood events along the outfall streams. Flood levels, depths and/or velocities greater than those shown may occur:
a. upstream of the upstream mapping limits of each mapped drain;
b. along other Melbourne Water drains, or Council or private drains, either within or outside the extents of land liable to flooding shown.
7. Shallow sheet flooding may occur outside the extents of land liable to flooding shown.
8. This data should be read in conjunction with the latest revision of the Report entitled 'City of Stonnington - Flood Plain Mapping Revision 2008' (Document Number 31/23544/165358) and is subject to the assumptions and qualifications contained therein. If the report is yet to be released, these assumptions and qualifications must be confirmed by reference to GHD Pty Ltd.
9. Cadastral boundaries, allotment numbers, street names and drain locations have been supplied by the City of Stonnington and have not been independently verified.
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10. Where floor levels were available at the time of mapping, properties with floors liable to flooding are shaded. As floor levels were unavailable for many properties, unshaded properties may also have floor levels liable to flooding.
11. As a result of the above, the City of Stonnington and its consultants do not warrant that individual properties are not flood affected.
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6. Flood and Safety Risk Assessment
6.1 Introduction
Hydrologic and hydraulic modelling was used to determine flood levels and velocity-depth products in each of the 100, 50 and 20 year average recurrence interval events. In the original (1999) investigation, floor levels of all potentially flood prone buildings were surveyed to determine severity of flood risk. Floor level survey was not undertaken as part of the 2001, 2003 or current projects.
6.2 Flood Risk
Property flood risk is defined by Stonnington City Council in terms of frequency of inundation to above floor level as follows:
Category 1 - Property affected in the 100 year event, but floor is flood free
Category 2 - Flooded to above floor level in 50 to 100 year events
Category 3 - Flooded to above floor level in 20 to 50 year events
Category 4 - Flooded to above floor level in more frequent than 20 year events
Two new categories were previously created as follows:
Category 0 - Property is flood free in the 100 year event
Category 5 - Flood risk could not be assessed due to unavailable floor level
Category 0 is not normally required since the properties assessed for flood risk are usually affected in the 100 year event. However, since the original mapping, some properties have become flood free due to drainage and other improvements. These properties have been left in the assessment to indicate the change in flood risk and hence, required a new category.
Category 5 was created to highlight the fact that no additional floor level survey has been undertaken since the original project. It should be noted that this category does not apply to every property without a floor level. For the original project, some properties were assigned a flood risk category 1 even though there was no floor level surveyed, because it was deemed at the time of the survey that the floor level was well above the 100 year flood level. However, since no additional floor level survey was undertaken for the subsequent mapping projects, this on-site assessment could not be made and a new category was required.
The mapping limits shown on the Flood Plain Mapping Plans give an indication of which areas are likely to contain category 1 or category 5 flood risks when there is no floor level (i.e. in the 1999 Egis mapping areas, flood risk will be category 1 where there is no floor level, while in the 2001 Egis, 2003 GHD and 2008 GHD mapping areas, flood risk will be category 5 where there is no floor level).
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Flood risk data are summarised in Table 6.1. For consistency with previous mapping, the flood risk has been assessed by comparing the maximum flood level on each property with the lowest habitable floor level on that property. No account has been taken of the coincidence or otherwise of the position of the building relative to the location of the maximum flood level. In some cases, particularly on steep blocks, this may result in properties being assessed as having a higher flood risk than is actually the case.
Table 6.1 Summary Flood Risk Statistics
Flood Risk Category Number of Properties
0 264
1 1490
2 109
3 114
4 483
5 1916
6.3 Safety Risk
Property safety risk is defined in terms of the velocity and depth of floodwaters along the egress path from the property to high ground in the 100 year event, as follows:
High risk: velocity*depth greater than 0.8 m2/s, or depth greater than 0.8 metres;
Medium risk:velocity*depth between 0.4 and 0.8 m2/s, or depth between 0.4 and 0.8 metres;
Low risk: velocity*depth less than 0.4 m2/s, or depth less than 0.4 metres.
The higher of the velocity*depth and depth criteria along the "safest" path governs. All egress was assumed to be via the street frontage, and along roads only (i.e. not via laneways at the rear of properties).
Safety risk data are summarised in Table 6.2.
Table 6.2 Safety Risk Data
Risk Category Number of Properties
Low 3040
Medium 256
High 7
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7. GIS Output
7.1 Introduction
A GIS (Geographic Information System) is a computer based system for the collection, storage,
integration, analysis, and display of spatially referenced information (digital maps and attribute
information). At the time of the original mapping project it was recognised that a GIS platform is ideally
suited for working with the output from these investigations. A low end GIS or desktop mapping program
MapInfo was adopted due to its user friendly features and its wide spread usage.
The Mapinfo output is provided for the five package areas of the current project only, and is arranged in
the following structure:
Subdirectory Contents
1---Extents Flood extents, Floodway risk zones and mapping limits
I---Others catchment data and intersection depths I-Property spatial property database
WaterContours 100 year ARI water surface contours
7.2 Flood Extents
Flood extents are provided in three tables (2009 100 Year Extents.tab, 2009 50 Year Extents.tab, 2009
20 Year Extents.tab) containing regions with the following fields:
Field Units Comments
ARI years Integer 100, 50, or 20 year ARI
Extent type Flood extent
Drain Ref XXYY 4 digit text drain identifier
7.3 Floodway Risk Zones
Regions showing low, medium and high floodway risk contained in tables 2009 Hazards Low.tab, 2009
Hazards Medium.tab and 2009 Hazards High.tab respectively. Each table has the following fields:
Field Units Comments
ARI years All 100 year ARI
Extent type Low, Medium or High Floodway Risk Zone
Drain Ref XXYY 4 digit text drain identifier
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7.4 Mapping Limits
A single table, 2009 Mapping Limits.tab, contains regions indicating the limits of mapping and the following fields:
Field Units Comments
Extent type Mapping Limit
Drain Ref XXYY 4 digit text drain identifier
Revision Date Date of last revision
Revised By Name of council department or consultant
7.5 Catchment and Subcatchment Boundaries
A single table, 2009 Subcatchments.tab, contains regions with the following data fields, one record per subcatchment:
Field Units Comments
Catchment Ref XXYY 4 digit text catchment identifier
Sub area Alpha numeric description
Area_sqm m2 Float
Revision Date Date of last revision
Revised By Name of council department or consultant
7.6 Spot Flood Depths at Street Intersections
A single table, 2009_Int_Depths.tab, contains depths of flooding due to the 100 year ARI event at all inundated intersections as point features with the following data fields:
Field Units Comments
Int_Depth_m m 100 year flood depth
Easting m AHD
Northing m AHD
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7.7 Spatial Property Database
The spatial property database (2009 Property Database.tab) contains a property polygon for all inundated properties, as well as those properties inundated in previous studies but are now flood free. The following data fields are associated with each property polygon:
Field Units Comments
Prop Ent ID Property Entity Identifier
Drain Number XXYY
Street Number String
Street Name String
Suburb String
Post Code Integer
Lot No String
Plan No String
St Side Character N, S, E or W
Cref Num Council Reference Number
Floor Level m AHD Real .
100 Year Flood Level m AHD Real
50 Year Flood Level m AHD Real
20 Year Flood Level m AHD Real
100 Year Depth to Property Surface m Real
Flood Risk Category 0,1,2,3,4,5
Floodway Risk Category Low, Medium, High
Easting m
Northing m
Assessment Number Rate Reference Number
Survey Easting m
Survey Northing m
Survey Street No String
Survey Street Name String
Revision Date Date of last revision
Revised By Name of council department or consultant
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Given that the property database is based on recently provided property polygons with minimal data attached, the properties added to the database as part of this project do not contain much of the base "title-type" information.
7.8 100 year ARI Flood Level Contours
Flood level contours are provided at 0.25m intervals for the 100 year AR! event. They are provided in a single table (2009_w_surf.tab) with the following data fields:
Field Units Comments
Type Contour
Height nn AHD Water contour level
Interval Level Number indicating contour interval
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8. Recommendations
The flood plain mapping now available for selected reaches within the City of Stonnington is expected to be included in the Stonnington Planning Scheme as a Special Building Overlay (SBO) alongside similar extents from Melbourne Water. The sections of drain mapped were selected by Council to cover the known flood prone areas and many anticipated flood prone areas.
A substantial amount of data and information was compiled during the generation of the flood plain mapping extents. A comprehensive and reliable property database of flooding issues can offer the following benefits:
A sound means of prioritising and justifying drainage improvement works;
Rapid and consistent assessment of public inquiries; and
A means of measuring performance improvement.
Given these benefits it is recommended that Council consider the following issues, not necessarily in order of priority, to protect and enhance the value of their Flood Plain Mapping data:
Undertake additional floor level survey to enable determination of the risk of above floor inundation, which is closely linked to flood damage costs. Floor level survey was undertaken as part of the original flood plain mapping project only. Floor levels are generally not available for properties shown as inundated during subsequent mapping exercises. Alternatively it may be appropriate to remove the block shading which indicates that flooding is above floor level;
Updating the database to include additional floor levels and flood risk assessments for each affected property. The database is complete for the original mapping areas only. A reassessment of flood risks would eliminate the need for category 5 by having properties reassigned to one of the other categories. A search of the current database indicates that 1271 properties currently with a category 5 flood risk have more than 150 mm depth of water in their property (although some of this number are actually due to multiple polygons on the same block); and
Keeping data current. The effects of residential, commercial and infrastructure development can improve or exacerbate flooding. These effects need to be assessed and where necessary the data updated accordingly. Also, it is expected that minor mapping revisions will be required in response to identified changes to drainage conditions.
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9. References
Egis (1999). Stonnington City Council, Flood Plain Mapping 98/99 — Final Report. Egis Consulting for Stonnington City Council, Victoria, September 1999.
Egis (2001). Stonnington City Council, Flood Plain Mapping 2001 — Final Report. Egis Consulting for Stonnington City Council, Victoria, November 2001.
GHD (2003). Stonnington Flood Plain Mapping Revision 2003— Final Report. Egis Consulting for Stonnington City Council, Victoria, June 2003.
lEAust (1997). Australian Rainfall and Runoff, A Guide to Flood Estimation. Institution of Engineers, Australia, 1997.
Laurenson E. M., Mein R. G. and Nathan, R. J. (2005). RORB Version 5, Runoff Routing Program, User Manual. Monash University Department of Civil Engineering, in conjunction with Sinclair Knight Merz Pty. Ltd. and the support of Melbourne Water Corporation, August 2005.
Stonnington Flood Mapping Revisions 2008 Report
31/23544/165358 25
r"-1.
Appendix A
Flood Maps
1:2,500 Al Maps (16 sheets reduced to A3 for this report)
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STONNINGTON City Council
4
3 10
2 13
a 12 16
15
14 SHEET LAYOUT
0808 (Sheet 3)
0809 0909 (Sheet 4) (Sheet 7)
0908 (Sheet 6)
1008 (Sheet 10)
0907 (Sheet 5)
1007 (Sheet 9)
1107 (Sheet 13)
0807 (Sheet 2)
1006 (Sheet 8)
1106 (Sheet 12)
1206 (Sheet 16)
1205 (Sheet 15)
1105 (Sheet 11)
1204 (Sheet 14)
STONNINGTON CITY COUNCIL FLOOD PLAIN MAPPING REVISION 2008 - PLANS
CLIENTS PEOPLE PERFORMANCE
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PROJECT MANAGER
REFERENCE NUMBER
0808.WOR
SHEET NUMBER
3 oF 16
DRAWING NUMBER
312354400003 55,510R
0
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5811000
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Flood levels and depths in Alexandra Avenue are due o flows from Yarra Street only.
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North oy;_r_66, 6.6.11•661661166,166.6 0.16,p • ono poxe,61.616,16r, LEGEND 1== moo o 'Imo. o moor moo • oom tow
a J. EATON
STONNINGTON stow ni4166 6.1611666.4* on1.6116.6 horn ths calclererti olthe On,. systems s 66 nal 666466666,666666,6.166,6,666(.6Nwora4 ,90,6661.6rprwurrerce6.64.66...66,6may6 irw my *nor mime. Moomons op oula wmo.owerstrom or exim. In en lower ol
inall alinap• system p•ster bc60 16661, 6,16.6666,0666164.10,666 show I III EX•r6 of1.6.666 boo, darn prcarM61,1666 &II DRAWN
CITY COUNCIL
6. Tim approtrrato 6666.6 arlarcligh to floodnp 6666Ipte on•pmblity .613•66 law las. clo •66,6•16 ottla sOmans. Flood... 6.66 artVorvoloc666 gvatort66666666 stow nay cc
wt.. ((.(((*.r.m.tion. mom (ro.l. sw bum on (wmam pimogramm com owf lem. 15( (warn at tm um rm., ,,,,,,,,,,,,,„, 6 IS mat Fixeleniel PM to 11.6666 camps ens 6orcorrni16,16661
NINO R66.6.6'.6.6 '6 '6.666 66.6 6 666 6666.416.66.6,',66,6 a c. HAY
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6614 law surly 666,6ar. 6 2967.6e164.6660.61406664rourd gamy unertalon try 666 City of Sbre,o, Pa/ Acegolfor.boume Wav Ms. 66 6.66.6,66666.66-6.6.66.6,66. or ousida 6•466aros or we.. to 6,6 cardlons may 661•61666.6666 ado6664.6 the tin* ol No an., 11.66.16, .6.g of 6.66am66,6, lboolno abm. I , g6g,,,,,,,,,,,,„,,,r.,...0,,,,,,,,,,,,,,,,,,,,,,,,,,,,,,
9IBA SCALE I200SOIAI 6666r 6.66116666to now, 666,6666r6 MAW,. MIN ,666 6.66 6.6 6...".66',966,66'66• 666 P6.6.6 Fr6W 6666 CLIENTS PEOPLE! PERFORMANCE CHECKED
FLOOD PLAIN MAPPING REVISION 2008 1 6r6.6 16.61,6,6 perc61666,6 con occur. 0.66,6666h6,666 an ana "Wow ft-. Mal ablon 666.1:6 06161.66 t Trismin mow rem, corwon womtm mows., omm Flopoit ortM,Ci,o(Slorm• FM. Plo.MMIPM n
'
METERS 25 12.5 0 25 50 75 100 10 gems 166666.66ross,nakt661 Comers. RoperbeS 661116.16 vim show en be •66.6611,666664 oliessw rap.. RmiSion200161Decumr.rtiw31.3544il653591anns 6166,11,6166666*. .6* 6.6*. 4. Lusl 1,66,66 of Wiwi... or rn 6,666161168 66666666666661. nay occv6 Ix 161666 of loot. *al. to 566.9 ntwon is yet to to ronsmw m(mptm....3 ((maw. ma be coow ey (W.. GMS,L1(1. 1----i P--i .i--1 1 ov.6616ern a ova 16666•66 pro06.1,616166.
MEN MO,..F.Wkornevommferwrq a ompnrcori probasay nood STONNINGTON fay arm, YARRA 2500 / 0809 how, Ma,. el the C1,61516666r6lorts drvinap syst6rra oriy. ana cam mUndu. 61.616•1666. Waler. 9. Ca. tourelarles. MU... 6166616141•• Mt dmin locators Nve Own 6.666116, ary.sturninpon 666r (M. coula .r W..- 11•66666 6•6n wordy mom, IIN AUSTRAUAN MAP GRID ZONE 55 (AGD 66) S. wmr,,,nrrOrm ex. a ommomm, mod
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MI6 • r•stA ol en abavo..,61516trInglon era its cons.. 66 not wor•61111•16161rnen not bod Owl., SHEET LAYOUT la LEVELS APEDO AUSTRALIAN HEIGHT DATUM —........— Wm,. mpa. rrepperey GI061201
reitlorarrnry Ep, Com., 1.001 .6-6,6.. Map, rmil 66r •••66 *by Eps Cons.. 6,699
.......... -a- J. GOWNS
PROJECT MANAGER Sto69i66,106 CI, COIMIC6
REFERENCE NUMBER
0809.WOR
SHEET NUMBER
4 0, 16
DRAWING NUMBER
3123544C0004
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LEVELS ARE TO AUSTRALIAN HEIGHT DATUM
SHEET LAYOUT
RIM 505000 00000000.EEY0100E500
=:".. '.6 REVISOR J. COWAN
rlROJECT MANAGER
REFERENCE NUMBER
0907. WOR
sUEET NUMBER
5 ., 16
DRAW NG NUMBER
3123544C0005 0
2
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SHEET LAYOUT
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DRAWN STONNINGTON CITY COUNCIL
GO. HAY
DRECED FLOOD PLAIN MAPPING REVISION 2008
YARRA 2500 / 0908
CLIENTS PEOPLE PERFORMANCE
mIYM
= "r5
STONNINGTON Cry roused
J. GOWAN
PROJECT MANAGER Stonninplon SG Council
REFERENCE NUMBER
0908.WOR
SHEET NUMBER
6 51 16
DRAWING NUMBER
3123544C0006 I
REVISION
0
NOTES
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J. GOWAN
PROJECT MANAGER Sionnington City Council
REFERENCE NUMBER
0909.WOR SHEET NUMBER
7 .F 16 DRAWING NUMBER
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Cre pro0a1,61,1=19.4 Yowl ara artp.1941a a.m.... ▪ 9,•.••,..^ 9.Y a^,...1•91.nowisa a ii,aar avgrg• mamma irtarrrn....9,trya... toposrapiccor.ers ,A,airog Nem an. of pg.:oration". noaarmy eavrter• tha4 ore. ,
2. 2'"2*-11: 1:2,'. aoriallwr sway pa,. In 10a, .sulzep....•19,1•0 pnwnIS %way ...kw try. Glly ',tsar:n:1ot,
.9,9p9 fordtona iroy [Carton, tos• *se/AIN of am aysia. Tle wad agar. "oocFnpf [If ird,clual • On`, 04.m.. by • Aarnedsurvayor.
3. Floals "aster War la. or• parert cap IN.r,9 such flooas an am pel•Illen. show woulas ,nunda. Comm., p.m,. 4..9 am. snow can snachk11,,Gads of Wax Imp...
4. Local Imerig alher amts. or In mons al rho eq... No.,. may mac gaga of aim., stow rotalst to lox, In. Fre,. reaches aw City of Romig/ors eranap Lancia pcvata eta.nag• am,
6. Fdad !Warn*, Nairn lo caldmvis of am cirmag• Ina., *Ir. . or *snorts or Oraira matt .91,1,,,m, ea Wan Mom sAwn ray roue Tarn
..41,0)firnts of aszt my* a., 11.190,e1.1.41,x4ma Water or Gem, or pinto c.v. sew wen or ...a aneas ol bad Nallelp
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1. Cm Nrt•IINrolaah, AJoe sortartar an expeclsdlo NA...ft a faxl orennAll a I rs 100 Me Op, IA. Aalnage ayslons slew.. cio nol I* c.NxkiOns mall.° alto!. of Frgaranon. TA A. mayorsurrArethd, or.P,Ar. ,,,,,,,,,,,...... ran. /nsmfoo4 worts elonptiv
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1. prcen *Wry IWO alots MI armed to mad. dump ovort .11 • I 0. dunce Loirq .4.1.4r sm.. In brry one year Niso Ma. ItIO
co.lions prvarrq the IM el ireprailen.,..ed my occur Irnorta pap, clwing parcon pottlay fro. Ilan twolmsaclOn arelMe ottlw Wm of pmpor.ort Th.o SR2wø5rO000c20.0r0swry tes. a. Wars., meld,' ...and Wasp...MOW sur, Oanr1 cordtions my from Massa,. si tin ol ths BM,. Tv. camt ext. of no., for nx...) Mims un only Oa cistemined aFcen.s. surveyor.
an stern then IM1•1 snow 0. comors. vain arse shorn. can 0.1•01:y fboas ot War nypIltdo.
A. LocallimOrp WOW Or in excess. of dm ePer4s.orm., ocew. rim oUloadop ...nil* to Ia.,: systxn Orly.... not in....Ma:aim* W..
Coo. or F.. (Wags mrsterre, 5. Loral inmates in flood lev*.rnso.naor volootlios show nvy ns.,rornlocalleaws suchms inrneopos..
local ...ors to orarellorn suctes1.1.1.
Floml irtomWen Maw lo 10.01. ...lop nom ...Mpts the. anaprzysim abvin. and..
lanIs of os.rroppla lb.rip Ihotarne Wa/or Mrs. or Coln. or of WM FY. to
fleadrq shroon.. 7...S.Ims.1.11loorigrny mar mtg., 'Hy*. of Ird IA. le nonereshonn 13. Mt Me should. rese in canmetion with tl. yea ...ion., th• rt,•14.11...,o1Stornnplon• Fla. Pleln WPM,
finnslon WOW Pacumon...n.31/235.14.16535.11.1s su.s1 toll* stsunptions antro011erns cort•Inecilnerelit Ilths nport Is. yet to r.asea. 1.1.• itgaunplons mat. canna,. tryntinsrce to GM LW.
Favern.....MttyM. 10.10•• Maar Iv* wen am... al go. Om o,n1Apprq. poredIsawAirftors I, . to loodro aluda. As floor .1.11 two
form, prKor.s. ura...doclpropild. may also Nye II. At a mut Oft Wm... ex Clry of Slonagon and Xs eons.. ea not warrowl...dulimmtin.w. not.. alf•drcl
North LEGEND •
SCALE 1:2.800 0101
METERS 25 12.5 0 25 50 75 100 125 1 E-1
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YARRA 2500 / 1106
SHEET MABEE
DRAWING HUMBER
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G. J. EATON
08AwN
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STONNINGTON CITY COUNCIL
FLOOD PLAIN MAPPING REVISION 2008
YARRA 2500 / 1107 STONNINGTON Cons,
G. J. EATON
DRAWN
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dun. at boy Dray..., amp.. Mu. 100 v., Mr.. MIN
lopoga,...raltos prmIlIng If Mrs of pernen. Thai* mar nen Ilan once per,.
2. gpovilate a/ ligicolordrrnelle aro perWailly food tow WNW. rob.. to tom of pr..... -mclude my la asrisl plIclornly fan on. CO:. 180.
ROOT. subs* eolails,omisvv, wbrisken Ey. CA, SlomInglon Cm. dam, con:Wong may ..lrenqhme ol sr,s1s. mIts can
3. Floernr Man Me er. pr... ouvr. Wring as...x. on am prul.w. show Comm, *Ns ernown can ecib [M. of losur
4. Local Mrvol oftr aro.. or in mos of the .oftssbw, a., IN.. pl.., Noma le Iwo rterpeci nut. 011,190.41en's sym Eft. antl.es W.r. Candi or ....ago systnra
5. incaues in flood revals...c..hreor.leass sbym my rasa loam loaDactots web as ant:Mips.. kakl obsbuollonslo OVa.1011o.s.u,orclos.
4*, Mown., for MY bad ovels [ow. .orother stream or craft. ntivbrorrosc..1 Amor
04.4111abwrrs. FM1100•15,65 viaclos Memo, uratreersnlysirrns. otoe.rtappra. Mar.lawroWalwasins., or GoLn.or Me cram. oRnor Ohm or outs...onts. of lam a* to
7. Sna.sh. fbairq nvy arm ousid• Ow caws elm...lot...lg..",
e. misc. .rodela rue wrynclion011ftlalaunOn MeReport rr. P., Mg Ner,s,on2oar (Dow.. wag' a,F2354,6535e)and amonamurrptions are wg,cabo.r. if tn. ,ort is yet to b rm.* assmons. arequame.ons rm. coffin. rsf var. le Mal LW.
baundams, OM* sta reins and O. WO.; two *V Cry of Storompon era
10..Wher• floor levlis won ay.. al [NC. of mk,plog, propetten.11 tloots lo flood. an shad. borlavo6.e•
11. As ens. of ttv Yam, store,rgor.mots cons,...ta m nonnamrt eats...mos aro rd nom strwlee.
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STONNINGTON CITY COUNCIL
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STONNINGTON CITY COUNCIL
FLOOD PLAIN MAPPING REVISION 2008
YARRA 2500 / 1206
SHEET NUMBER DRAWING NUMBER
16 so 16
3123544C0016
G. C. HAY
CHECKED
G. J. EATON
DRAWN
J. GOWAN
4.00.1E01 MANADER StonnIngton ary 055001
STONNINGPDN ray
REFERENCE NUMBER
1206.WOR
REVISION
0
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Appendix B
Description of Previous Methodology
Extract from the 2003 Flood Mapping Report by GHD Provided for information as it applies to all previous extents
31/23544/165358
Stonnington Flood Mapping Revisions 2008 Report
Li
4 Technical Methodology
4.1 Introduction
The methodology adopted for the flood plain mapping revision was consistent with the previous mapping undertaken by Egis Consulting Australia as described in the following sections. Each revision item was considered individually to determine how much of the original analysis required updating. Hence the process undertaken to revise various flood plain mapping extents varied from location to location. In general, street reconstructions and drainage improvements typically called for updating at least the hydraulic model and on occasions the hydrologic model prior to remapping.
It should be noted that the following descriptions relate to the entire mapping process. ie, it describes work undertaken in previous mapping projects, only some of which has been revised by GHD during the flood plain mapping project.
4.2 Overview
Design flows were estimated using the RORB hydrologic model. Design flood levels were then calculated using the XP-UDD2000 hydraulic model (formerly EXTRAN). More details are given in the following Chapters.
Recorded flow data were not available for any of the drainage systems under investigation. The RORB models were therefore "calibrated" to the 100 year peak discharge calculated using the rational method. It was generally assumed in the "calibration" process that the pipe systems were capable of accommodating the full 100 year peak discharge.
The calibrated RORB models were then adjusted such that only flows up to the capacity of the pipe system were routed through the pipe system, with the balance being routed overland.
The XP-UDD2000 modelling was undertaken in two stages as follows:
(a) Preliminary UDD models were developed to determine:
the approximate capacities of the pipe system for use in the RORB modelling as outlined above; and
pipe system velocities for calculation of times of concentration to be used in the rational method calculations.
The preliminary UDD models generally incorporated full available details of the piped systems, but only approximate details of overland flow paths.
(b) Final UDD models included full details of overland flow cross sections and levels determined from aerial survey.
Although UDD has fully transient capabilities, it was only used in steady state mode, using the peak flows calculated by RORB.
Peak water surface levels in retarding basins were generally calculated using RORB. In cases where retarding basin outlet capacity is significantly reduced by tailwater effects from downstream drainage systems, stage discharge relationships for use in RORB modelling were estimated using UDD.
Digital terrain models, based on the aerial survey, were developed for all overland flow paths, and used:
to extract flow cross sections for use in the UDD modelling; and
31/23544/165358
Stonnington Flood Mapping Revisions 2008 Report
Table 5.4 Summary of Rational Method and RORB Parameters and Peak Flows
Catchment Characteristics Rational Method Undiverted RORB Model
Diverted RORB Model
Catchment Reference
Total Area (ha)
% Impervious
Runoff Coefficient
Time of concentration
(minutes)
Rainfall Intensity (mm/hr)
Peak 100 year Flow
(m3/s)
Kc day (km)
Peak 100 year Flow
(m3/s)
lc day (km)
Peak 100 year Flow
(m3/s)
0102 7.46 80% 0.90 10.2 132.1 2.5 0.5 0.2 2.5 0.5 0.2 2.3 0103 0.53 80% 0.90 7.2 155.6 0.2 - - - - - - 0201 38.32 77% 0.87 22.0 88.3 8.2 1.0 0.6 8.2 1.0 0.6 5.0 0203 2.60 83% 0.93 9.3 138.6 0.9 0.3 0.2 0.9 0.2 0.1 0.6 0205 1.50 85% 0.94 10.3 131.5 0.5 0.1 0.1 0.5 0.1 0.1 0.5 0301 31.63 80% 0.90 19.0 95.5 7.5 0.6 0.5 7.5 0.6 0.5 7.5 0401 66.55 79% 0.89 21.4 89.8 14.8 1.7 1.1 14.8 1.7 1.1 13.8 0501 48.71 76% 0.87 15.4 107.2 9.1 * 1.6 0.9 9.1 * 1.6 0.9 8.3*
0503 1.92 75% 0.86 8.7 142.7 0.7 0.2 0.1 0.7 0.2 0.1 0.7 0511 16.46 72% 0.82 11.6 124.5 4.7 0.9 0.4 4.7 0.9 0.4 4.5 0512 46.21 77% 0.87 29.1 74.6 8.4 1.4 1.0 8.4 1.4 1.0 5.6 0514 0.25 85% 0.94 7.5 152.7 0.1 - - - - - - 0517 47.38 74% 0.85 13.1 116.8 11.8 0.9 0.6 11.9 0.9 0.6 9.8 0601 8.37 52% 0.63 8.5 144.0 1.9 0.6 0.1 1.9 0.6 0.1 0.2 0701 56.52 68% 0.79 21.6 89.2 11.0 2.4 1.2 11.0 1.9 0.9 8.2#
0702 37.69 70% 0.81 15.7 106.0 9.0 0.8 0.8 9.0 0.8 0.8 6.0 8.4 w 0703 33.71 67% 0.78 13.9 113.1 8.3 1.5 0.7 8.3 1.9 0.9
0704 12.66 70% 0.81 11.9 122.7 3.5 0.5 0.3 3.5 0.5 0.3 3.4 0705 4.41 71% 0.82 9.5 136.8 1.4 - - - - - - 0706 12.68 74% 0.84 12.7 118.7 3.5 1.4 0.3 3.5 1.4 0.3 1.3 0711 1.95 71% 0.81 8.5 144.4 0.3 - - - - - - 0712 3.23 70% 0.81 8.1 147.6 0.4 - - - - - - 0713 0.95 70% 0.81 7.6 152.1 0.2 - - - - - - 0714 1.17 70% 0.81 7.8 150.0 0.2 - - - - - 0716 3.92 35% 0.41 8.1 147.8 0.5 - - - - - - 0717 1.25 73% 0.83 7.7 150.8 0.4 0.0 0.1 0.4 0.0 0.1 0.2 0801 49.04 71% 0.81 15.0 108.7 12.0 2.4 0.6 12.0 2.4 0.6 5.6 0802 16.67 71% 0.81 11.3 125.6 4.7 0.9 0.4 4.8 0.9 0.4 3.7 0901 1.18 62% 0.73 7.8 150.4 0.4 - - - - - - 0902 1.39 60% 0.72 8.6 143.8 0.4 - - - - - - 0903 2.75 70% 0.72 7.5 152.5 0.2 - - - - - - 0904 0.64 60% 0.72 7.8 150.1 0.2 - - - - - - 0906 0.93 70% 0.72 7.5 153.1 0.3 - - - - - - 1001 46.70 61% 0.72 13.9 113.3 10.6 1.9 0.6 10.6 1.8 0.6 6.8 1002 43.38 61% 0.73 13.6 114.7 10.1 1.7 0.6 10.1 1.6 0.6 8.2 1003 1.73 60% 0.72 7.6 151.8 0.3 - - - - - - 1004 1.14 60% 0.72 8.9 140.9 0.3 - - - - - - 1005 8.16 59% 0.70 9.1 139.8 2.2 0.7 5.8 2.3 0.7 5.8 0.9 1103 11.89 71% 0.82 9.7 135.4 3.7 0.4 0.4 3.7 0.4 0.4 3.7 1201 44.89 62% 0.73 13.5 114.7 10.5 1.3 0.7 10.5 1.3 0.7 10.0
Stonnington Flood Mapping Revisions 2008 Report
31/23544/165358
Catchment Characteristics Rational Method Undiverted RORB Model
Diverted RORB Model
Catchment Reference
Total Area (ha)
% Impervious
Runoff Coefficient
Time of concentration
(minutes)
Rainfall Intensity (mm/hr)
Peak 100 year Flow
(m3/s)
Kc day (km)
Peak 100 year Flow
(m3/s) -
K, day (km)
Peak 100 year Flow
(m3/s)
1202 1.90 60% 0.72 8.3 146.1 0.6 - - - - - -
1205 7.08 64% 0.76 9.7 135.5 1.8 - - - - - -
1301 28.83 62% 0.74 14.7 109.8 6.5 1.2 0.6 6.5 1.2 0.6 6.1
1302 53.15 56% 0.68 15.9 105.2 10.5 1.7 0.8 10.5 1.7 0.8 9.5
1401 60.72 60% 0.72 17.7 99.4 12.0 1.9 0.8 12.1 2.1 0.9 10.0
1402 179.70 61% 0.72 25.2 81.2 29.4 1.9 1.3 29.4 1.8 1.2 11.3
1403 5.80 60% 0.72 9.2 138.9 1.2 - - - - - -
1501 2.53 60% 0.72 8.4 144.9 0.7 - - - - - -
1502 17.30 62% 0.74 9.6 136.4 4.8 0.9 0.3 4.9 0.9 0.3 1.3
1601 25.18 51% 0.64 10.3 131.6 5.9 0.7 0.3 5.9 0.7 0.3 4.6
1701 16.79 41% 0.54 12.1 121.6 3.1 0.7 0.4 3.1 0.7 0.4 2.5
1702 70.10 52% 0.64 24.0 83.8 10.5 1.5 0.6 10.5 1.5 0.6 9.5
1801 51.10 53% 0.66 21.2 90.1 8.4 1.2 0.6 8.4 1.2 0.6 7.5
1901 14.17 52% 0.65 20.0 92.9 2.4 0.5 0.3 2.3 0.4 0.3 2.0
2001 54.65 52% 0.65 30.6 72.4 7.1 2.1 0.6 7.1 2.1 0.7 4.8
2006 44.62 71% 0.80 19.6 93.9 8.4 1.3 0.7 8.4 1.3 0.7 7.8
2101 1.99 46% 0.59 8.7 142.7 0.5 - - - - -
2102 9.63 50% 0.63 10.5 130.8 2.2 - - - - - -
2103 1.54 50% 0.63 7.5 152.6 0.3 - - - - - -
2104 7.91 50% 0.63 10.6 130.1 1.7 0.7 0.2 1.7 0.8 0.3 0.7
2201 8.57 68% 0.79 10.3 131.8 2.5 0.5 0.2 2.5 0.5 0.2 0.6
2202 10.17 39% 0.53 9.7 135.9 2.0 0.6 0.2 2.0 0.6 0.2 1.2
2305 5.90 77% 0.87 11.2 126.6 1.8 - - - - - -
2306 0.23 70% 0.81 7.3 154.8 0.0 - - - - - -
2307 0.50 70% 0.81 7.6 151.7 0.2 - - - - - -
2309 3.19 76% 0.86 10.3 131.6 1.0 - - - - - -
2310 1.49 76% 0.87 9.6 136.4 0.5 - - - - - -
2312 16.95 60% 0.72 11.5 124.9 4.2 1.0 0.4 4.2 1.0 0.4 4.2
2314 7.88 58% 0.69 9.1 139.7 1.9 0.7 0.3 1.9 0.7 0.3 1.9
2315 1.90 60% 0.72 10.4 131.4 0.5 - - - - - -
* Catchment 0501 was calibrated to the intersection of Williams Road and May Road due to overland
flow not crossing the railway line at Williams Road.
# Catchments 0701 and 0703 were calibrated separately but then modelled together since the Kld„
ratio was almost identical for the separate catchments.
31/23544/165358
Stonnington Flood Mapping Revisions 2008 Report
6 Hydraulic Modelling
6.1 Introduction
The aims of the hydraulic studies were to determine:
peak 100,50 and 20 year flood levels; and
peak 100 year velocities
at all required locations.
6.2 Hydraulic Model XP-UDD2000
All hydraulic modelling was undertaken using XP-UDD2000. UDD is a transient quasi-two-dimensional hydraulic flow model, capable of simulating both piped and open channel systems. Other capabilities and features of particular relevance include:
simulation both subcritical and supercritical flow regimes;
simulation of interchange between surface and subsurface flows through manholes; and
simulation of branched and looped networks, incorporating both convergent and divergent flows, and multiple tailwater conditions.
UDD is a link-node model. Flood levels are calculated at model nodes, which are linked by a series of links with defined hydraulic characteristics. Flows and velocities are calculated within the links.
Typical values of Mannings roughness coefficients used in the modelling are shown in Table 6.1.
Table 6.1 Typical Values of Mannings Roucihness Coefficient Material/Surface Typical Mannings Roughness
Coefficients
Concrete 0.015 Roads with grassed nature strips 0.020
Grassed Floodways 0.03 to 0.04
Typical values adopted for other hydraulic parameters were as follows:
expansion/contraction coefficients (surface flows) - 0.2 to 0.5;
culvert entry loss coefficient - 0.2 to 0.7;
io culvert exit loss coefficient - 0.2 to 1.0;
manhole diameter - 1.2 metres;
manhole inlet loss coefficient ("pipe end") — 0.1; and
manhole exit loss coefficient ("surface end") — 0.1.
It was assumed in all hydraulic modelling that drainage system capacity is unconstrained by inlet capacity, and that drains will not be blocked during flood events. No account was taken of the capacities of any underground drainage systems other than those requiring investigation as part of this study.
Dependant on the particular circumstances, tailwater levels were generally based on an estimate of the downstream water surface level, the downstream ground surface level or:
31/23544/165358
Stonnington Flood Mapping Revisions 2008 Report
for piped systems - downstream pipe obvert level; and
for overland flow paths - normal flow depth.
The flood levels and velocities calculated in this Study correspond to a storm event on the catchment of the drain under consideration without any allowance for a coincident event on the outfall stream of the drain. It is entirely likely, particularly along the lower reaches of drainage systems, that higher flood levels than those calculated in this study may result from a flood event on the outfall stream, either alone or coincident with a storm event in the catchment of the drain in question.
31/23544/165358
Stonnington Flood Mapping Revisions 2008 Report
GHD
180 Lonsdale Street Melbourne, Victoria 3000 T: (03) 8687 8000 F: (03) 8687 8111 E: melmail@ghd.com,au
GHD 2009
This document is and shall remain the property of GHD. The document may only be used for the purposes for which it was commissioned and in accordance with the Consultancy Agreement for the commission. Unauthorised use of this document in any form whatsoever is prohibited.
Document Status
Rev No. Author
Reviewer Approved for Issue
Name Signature Name Signature Date
0 Greg Eaton Gavin Hay ein .------ Gavin Hayc:;:,...--%-1 4, 15/10/09
e'
31/23544/165358
Stonnington Flood Mapping Revisions 2008 Report
4 Technical Methodology
4.1 Introduction
The methodology adopted for the flood plain mapping revision was consistent with the previous mapping undertaken by Egis Consulting Australia as described in the following sections. Each revision item was considered individually to determine how much of the original analysis required updating. Hence the process undertaken to revise various flood plain mapping extents varied from location to location. In general, street reconstructions and drainage improvements typically called for updating at least the hydraulic model and on occasions the hydrologic model prior to remapping.
It should be noted that the following descriptions relate to the entire mapping process. ie, it describes work undertaken in previous mapping projects, only some of which has been revised by GHD during the flood plain mapping project.
4.2 Overview
Design flows were estimated using the RORB hydrologic model. Design flood levels were then calculated using the XP-UDD2000 hydraulic model (formerly EXTRAN). More details are given in the following Chapters.
Recorded flow data were not available for any of the drainage systems under investigation. The RORB models were therefore "calibrated" to the 100 year peak discharge calculated using the rational method. It was generally assumed in the "calibration" process that the pipe systems were capable of accommodating the full 100 year peak discharge.
The calibrated RORB models were then adjusted such that only flows up to the capacity of the pipe system were routed through the pipe system, with the balance being routed overland.
The XP-UDD2000 modelling was undertaken in two stages as follows:
(a) Preliminary UDD models were developed to determine:
io the approximate capacities of the pipe system for use in the RORB modelling as outlined above; and
pipe system velocities for calculation of times of concentration to be used in the rational method calculations.
The preliminary UDD models generally incorporated full available details of the piped systems, but only approximate details of overland flow paths.
(b) Final UDD models included full details of overland flow cross sections and levels determined from aerial survey.
Although UDD has fully transient capabilities, it was only used in steady state mode, using the peak flows calculated by RORB.
Peak water surface levels in retarding basins were generally calculated using RORB. In cases where retarding basin outlet capacity is significantly reduced by tailwater effects from downstream drainage systems, stage discharge relationships for use in RORB modelling were estimated using UDD.
Digital terrain models, based on the aerial survey, were developed for all overland flow paths, and used:
II to extract flow cross sections for use in the UDD modelling; and
31/23544/165358
Stonnington Flood Mapping Revisions 2008 Report
in conjunction with flood levels determined from the UDD modelling, to prepare plans showing the extent of inundation along each drainage system.
Floor levels of all buildings, identified in the original mapping project as likely to be inundated in a 100 year event, were determined using ground survey. The floor levels were surveyed relative to the photogrammetric derived ground surface using conventional levelling and rapid map techniques. These floor levels were compared with the calculated flood levels, to determine which properties would be subject to inundation to above floor level in 20, 50 and 100 year events. No additional floor level survey was requested for the additional 2001 mapping or the current mapping revisions.
The digital terrain models were then used in conjunction with flood levels and velocities determined using UDD to map areas corresponding to defined ranges of depth, and depth * velocity, in the 100 year event to produce hazard or egress risk polygons.
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5 Hydrology
5.1 Introduction
A series of hydrological investigations were undertaken to determine:
io peak flows resulting from; and
peak water surface levels in retarding basins and other storages for
20, 50 and 100 year average recurrence interval storm events under current zoned landuse conditions.
5.2 Hydrologic Model RORB
5.2.1 Model Overview
RORB (ref.1) is a non linear rainfall runoff and streamflow routing model for calculation of flow hydrographs in drainage and stream networks.
The model requires catchments to be subdivided into subareas, connected by a series of conceptual reach storages. Design storm rainfall is input to the centroid of each subarea. Specified losses are then deducted, and the excess routed through the reach network.
Each reach is assumed to have storage characteristics as follows:
S = 3600kQm
Where S is storage (m3); Q is outflow discharge (m3/s); and k and m are dimensionless parameters.
The coefficient k is the product of two factors:
K = kc.kr
where k, is an empirical coefficient applicable to the entire catchment, and kr is the relative delay time applicable to each reach.
The relative delay time for each reach, kri, is determined as follows:
kri = Fi*(Li/dav)
where Li is the reach length (km), day is the average distance along the reach network from each subareas' centroid to the catchment outlet (km), and
F, is an empirical factor, and a function of reach type as follows:
for natural reaches, F,=1.0, for excavated but unlined reaches, F,=1/(3Sc0.25), for lined or piped reaches, F,=1/(9Sc0.5), and for drowned reaches, F,=0.0,
where Sc is reach slope (%).
The model is also able to simulate:
lakes, retarding basins and similar storages; and
concentrated and distributed inflows and outflows.
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5.2.2 Model Application and Parameters
In this study, all flows in excess of the capacity of drainage systems subject to investigation were routed overland, and separately to flows contained within the defined drainage system. For the purposes of assigning a reach type, overland flow along roads was generally assumed to be "lined or piped", overland flow predominantly through properties was generally classified as "excavated but unlined".
RORB's initial loss/runoff coefficient model was used throughout the study. Adopted parameters for pervious areas were as follows:
initial loss - 15 mm; and
0 runoff coefficient - 0.6.
The model sets these parameters for impervious areas as follows:
0 initial loss - 0 mm; and
0 runoff coefficient - 0.9.
A value of 0.8 was adopted for the model exponent, m, throughout.
5.3 Rational Method
The rational method is the simplest and most widely used method for calculation of peak discharge from a catchment. The basic equation is as follows:
Q = C.I.A/360
Where: Q is peak flow in cumecs, corresponding to the average recurrence interval under consideration; C is runoff coefficient;
is rainfall intensity in mm/hour, corresponding to te, the time of concentration of the catchment, and the average recurrence interval under consideration; and A is catchment area in hectares.
Time of concentration, tc, was generally calculated using:
actual flow velocities in council drains, calculated using preliminary UDD models.
flow velocities upstream of the modelled drainage system, generally calculated assuming:
— a Colebrook White roughness coefficient of 1.5 mm;
— pipe diameters of 600 mm; and
— pipe friction slope equal to 50 to 100% of ground slope; and
an allowance of seven minutes for runoff to reach the upstream limit of the piped drainage system.
The runoff coefficient was assessed using the method prescribed in Chapter 14 of the 1987 Edition of "Australian Rainfall and Runoff" (ref.2). This relates the runoff coefficient to:
the impervious percentage of the catchment;
design recurrence interval; and
• 10 year 1 hour design rainfall intensity.
Standardised impervious percentages for each major land use were adopted as shown in Table 5.1 and Table 5.2.
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Table 5.1 Default Fraction Impervious
Equivalent Zoning
Default Fraction
Impervious
Residential Areas depending on location refer Table 5.2 50-80% Schools (Melbourne HS and most private schools) 45% Schools (most public schools) 70% Commercial 85% Industrial 80% Reserves/open spaces 10%
Table 5.2 Residential Fraction Impervious
Drainage Catchment ,
Default Fraction
Impervious
Allenby Avenue 50% Avenel Road 60% Belgrave Road 50% Canberra Road 70% Chadstone Road 50% Clarke Street / York Road 60% Commercial Road 80%
Creswick Street 60% Dandenong Road 75% Darling Road 50% Darling Street 80% Hedgely Dene 50% Lara Street 60% Macgregor Street 50% Moonga Road 60% Prah ran / Essex / Surrey Road 75%
Scotchmans Creek (North and South) 50% Tooronga Road 60% Union Street 80% Williams Road East of Kooyong Road 65% Williams Road West of Kooyong Road 70% Yarra Street North of Toorak Road 70% Yarra Street South of Toorak Road 80% Yarradale Road 60% _
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Land use was generally based on zonings extracted from the pData planning database provided by Stratagem lnfobase on 28 November 1996. Where necessary, the default values were adjusted to better reflect the land use.
All land use categories included in the database or hard copy planning scheme maps were assigned to one of the major land uses listed in Table 5.1. Some further adjustments were sometimes necessary to correct obvious anomalies associated with this process. For example, golf courses are sometimes assigned a commercial land use. The impervious percentage of a golf course, however, will clearly be significantly less than 85%, and adjustment is therefore required.
5.4 Design Rainfall Intensities
Design rainfall intensities were determined based on the methods prescribed in the 1987 edition of "Australian Rainfall and Runoff' (ref.2), and are presented in Table 5.3.
Table 5.3 Rainfall Intensity (mm/h) for Stonnington
Duration Average Recurrence Interval (Years)
20 50 100 10 mins 92.29 114.80 133.51 15 mins 75.57 93.67 108.67 20 mins 64.82 80.13 92.79 30 mins 51.45 63.34 73.14 45 mins 40.22 49.31 56.76 60 mins 33.53 40.97 47.06 90 mins 25.81 31.40 35.96
2 hrs 21.36 25.90 29.60 3 hrs 16.30 19.68 22.42
4.5 hrs 12.42 14.93 16.96 6 hrs 10.25 12.29 13.92 9 hrs 7.82 9.33 10.54 12 hrs 6.46 7.68 8.66 18 hrs 5.00 5.99 6.77 24 hrs 4.17 5.00 5.67 30 hrs 3.60 4.34 4.93 36 hrs 3.19 3.85 4.39 48 hrs 2.62 3.18 3.63 72 hrs 1.94 2.37 2.72
5.5 RORB Layout and Calibration
RORB catchment models were developed for each of the rational method catchments detailed in the previous section. In the undiverted calibration models, all flows were routed together, and no account was taken of drain capacities.
The models were each calibrated to the results of the 100 year rational method flow at the catchment outlet, by adjusting K. Resultant rational method and RORB model parameters and flows are also summarised in Table 5.4.
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5.6 Final Catchment Models
The calibrated models were then adjusted to include:
separate routing of flows in excess of drain capacity;
diversions into and/or out of the catchment; and
any retarding basins, lakes or storages. This included any areas where large volumes of runoff would pond during a major storm event, even if this was not a lake or designated retarding basin.
The introduction of diversions into the models will often result in changes to day. Any significant changes to day were compensated for by also adjusting Ka, such that Kjdav was the same as for the calibration (undiverted) model. Final model parameters are also presented in Table 5.4.
Design flows for small catchments typically less than 1 ha in size with no significant storages were estimated using the rational method.
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Table 5.4 Summary of Rational Method and RORB Parameters and Peak Flows
Catchment Characteristics Rational Method Undiverted RORB Model
Diverted RORB Model
Catchment Reference
Total Area (ha)
% Impervious
Runoff Coefficient
Time of concentration
(minutes)
Rainfall Intensity (mm/hr)
Peak 100 year Flow
(m3/s)
Kc day (km)
Peak 100 year Flow
(m3/s)
lc day (km)
Peak 100 year Flow
(m3/s)
0102 7.46 80% 0.90 10.2 132.1 2.5 0.5 0.2 2.5 0.5 0.2 2.3 0103 0.53 80% 0.90 7.2 155.6 0.2 - - - - - - 0201 38.32 77% 0.87 22.0 88.3 8.2 1.0 0.6 8.2 1.0 0.6 5.0 0203 2.60 83% 0.93 9.3 138.6 0.9 0.3 0.2 0.9 0.2 0.1 0.6 0205 1.50 85% 0.94 10.3 131.5 0.5 0.1 0.1 0.5 0.1 0.1 0.5 0301 31.63 80% 0.90 19.0 95.5 7.5 0.6 0.5 7.5 0.6 0.5 7.5 0401 66.55 79% 0.89 21.4 89.8 14.8 1.7 1.1 14.8 1.7 1.1 13.8 0501 48.71 76% 0.87 15.4 107.2 9.1 * 1.6 0.9 9.1 * 1.6 0.9 8.3*
0503 1.92 75% 0.86 8.7 142.7 0.7 0.2 0.1 0.7 0.2 0.1 0.7 0511 16.46 72% 0.82 11.6 124.5 4.7 0.9 0.4 4.7 0.9 0.4 4.5 0512 46.21 77% 0.87 29.1 74.6 8.4 1.4 1.0 8.4 1.4 1.0 5.6 0514 0.25 85% 0.94 7.5 152.7 0.1 - - - - - - 0517 47.38 74% 0.85 13.1 116.8 11.8 0.9 0.6 11.9 0.9 0.6 9.8 0601 8.37 52% 0.63 8.5 144.0 1.9 0.6 0.1 1.9 0.6 0.1 0.2 0701 56.52 68% 0.79 21.6 89.2 11.0 2.4 1.2 11.0 1.9 0.9 8.2 #
0702 37.69 70% 0.81 15.7 106.0 9.0 0.8 0.8 9.0 0.8 0.8 6.0 0703 33.71 67% 0.78 13.9 113.1 8.3 1.5 0.7 8.3 1.9 0.9 8.4#
0704 12.66 70% 0.81 11.9 122.7 3.5 0.5 0.3 3.5 0.5 0.3 3.4 0705 4.41 71% 0.82 9.5 136.8 1.4 - - - - - - 0706 12.68 74% 0.84 12.7 118.7 3.5 1.4 0.3 3.5 1.4 0.3 1.3 0711 1.95 71% 0.81 8.5 144.4 0.3 - - - - - - 0712 3.23 70% 0.81 8.1 147.6 0.4 - - - - - - 0713 0.95 70% 0.81 7.6 152.1 0.2 - - - - - - 0714 1.17 70% 0.81 7.8 150.0 0.2 - -- - - - 0716 3.92 35% 0.41 8.1 147.8 0.5 - -- - - - 0717 1.25 73% 0.83 7.7 150.8 0.4 0.0 0.1 0.4 0.0 0.1 0.2 0801 49.04 71% 0.81 15.0 108.7 12.0 2.4 0.6 12.0 2.4 0.6 5.6 0802 16.67 71% 0.81 11.3 125.6 4.7 0.9 0.4 4.8 0.9 0.4 3.7 0901 1.18 62% 0.73 7.8 150.4 0.4 - -- - - - 0902 1.39 60% 0.72 8.6 143.8 0.4 - -- - - - 0903 2.75 70% 0.72 7.5 152.5 0.2 - -- - - - 0904 0.64 60% 0.72 7.8 150.1 0.2 - -- - - - 0906 0.93 70% 0.72 7.5 153.1 0.3 - -- - - - 1001 46.70 61% 0.72 13.9 113.3 10.6 1.9 0.6 10.6 1.8 0.6 6.8 1002 43.38 61% 0.73 13.6 114.7 10.1 1.7 0.6 10.1 1.6 0.6 8.2 1003 1.73 60% 0.72 7.6 151.8 0.3 - -- - - - 1004 1.14 60% 0.72 8.9 140.9 0.3 - -- - - - 1005 8.16 59% 0.70 9.1 139.8 2.2 0.7 5.8 2.3 0.7 5.8 0.9 1103 11.89 71% 0.82 9.7 135.4 3.7 0.4 0.4 3.7 0.4 0.4 3.7 1201 44.89 62% 0.73 13.5 114.7 10.5 1.3 0.7 10.5 1.3 0.7 10.0
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Catchment Characteristics Rational Method Undiverted RORB Model
Diverted RORB Model
Catchment Reference
Total Area (ha)
% Impervious
Runoff Coefficient
Time of concentration
(minutes)
Rainfall Intensity (mm/hr)
Peak 100 year Flow
(m3/s)
Kc day (km)
Peak 100 year Flow
(m3/s)
Kc day (km)
Peak 100 year Flow
(m3/s)
1202 1.90 60% 0.72 8.3 146.1 0.6 - - - - - -
1205 7.08 64% 0.76 9.7 135.5 1.8 - - - - - -
1301 28.83 62% 0.74 14.7 109.8 6.5 1.2 0.6 6.5 1.2 0.6 6.1
1302 53.15 56% 0.68 15.9 105.2 10.5 1.7 0.8 10.5 1.7 0.8 9.5
1401 60.72 60% 0.72 17.7 99.4 12.0 1.9 0.8 12.1 2.1 0.9 10.0
1402 179.70 61% 0.72 25.2 81.2 29.4 1.9 1.3 29.4 1.8 1.2 11.3
1403 5.80 60% 0.72 9.2 138.9 1.2 - - - - - -
1501 2.53 60% 0.72 8.4 144.9 0.7 - - - - - -
1502 17.30 62% 0.74 9.6 136.4 4.8 0.9 0.3 4.9 0.9 0.3 1.3
1601 25.18 51% 0.64 10.3 131.6 5.9 0.7 0.3 5.9 0.7 0.3 4.6
1701 16.79 41% 0.54 12.1 121.6 3.1 0.7 0.4 3.1 0.7 0.4 2.5
1702 70.10 52% 0.64 24.0 83.8 10.5 1.5 0.6 10.5 1.5 0.6 9.5
1801 51.10 53% 0.66 21.2 90.1 8.4 1.2 0.6 8.4 1.2 0.6 7.5
1901 14.17 52% 0.65 20.0 92.9 2.4 0.5 0.3 2.3 0.4 0.3 2.0
2001 54.65 52% 0.65 30.6 72.4 7.1 2.1 0.6 7.1 2.1 0.7 4.8
2006 44.62 71% 0.80 19.6 93.9 8.4 1.3 0.7 8.4 1.3 0.7 7.8
2101 1.99 46% 0.59 8.7 142.7 0.5 - - - - - -
2102 9.63 50% 0.63 10.5 130.8 2.2 - - - - - -
2103 1.54 50% 0.63 7.5 152.6 0.3 - - - - - -
2104 7.91 50% 0.63 10.6 130.1 1.7 0.7 0.2 1.7 0.8 0.3 0.7
2201 8.57 68% 0.79 10.3 131.8 2.5 0.5 0.2 2.5 0.5 0.2 0.6
2202 10.17 39% 0.53 9.7 135.9 2.0 0.6 0.2 2.0 0.6 0.2 1.2
2305 5.90 77% 0.87 11.2 126.6 1.8 - - - - - -
2306 0.23 70% 0.81 7.3 154.8 0.0 - - - - - -
2307 0.50 70% 0.81 7.6 151.7 0.2 - - - - - -
2309 3.19 76% 0.86 10.3 131.6 1.0 - - - - - -
2310 1.49 76% 0.87 9.6 136.4 0.5 - - - - - -
2312 16.95 60% 0.72 11.5 124.9 4.2 1.0 0.4 4.2 1.0 0.4 4.2
2314 7.88 58% 0.69 9.1 139.7 1.9 0.7 0.3 1.9 0.7 0.3 1.9
2315 1.90 60% 0.72 10.4 131.4 0.5 - - - - -
* Catchment 0501 was calibrated to the intersection of Williams Road and May Road due to overland
flow not crossing the railway line at Williams Road.
# Catchments 0701 and 0703 were calibrated separately but then modelled together since the K0/d„
ratio was almost identical for the separate catchments.
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6 Hydraulic Modelling
6.1 Introduction
The aims of the hydraulic studies were to determine:
peak 100,50 and 20 year flood levels; and
peak 100 year velocities
at all required locations.
6.2 Hydraulic Model XP-UDD2000
All hydraulic modelling was undertaken using XP-UDD2000. UDD is a transient quasi-two-dimensional hydraulic flow model, capable of simulating both piped and open channel systems. Other capabilities and features of particular relevance include:
simulation both subcritical and supercritical flow regimes;
simulation of interchange between surface and subsurface flows through manholes; and
simulation of branched and looped networks, incorporating both convergent and divergent flows, and multiple tailwater conditions.
UDD is a link-node model. Flood levels are calculated at model nodes, which are linked by a series of links with defined hydraulic characteristics. Flows and velocities are calculated within the links.
Typical values of Mannings roughness coefficients used in the modelling are shown in Table 6.1.
Table 6.1 Typical Values of Mannin s Rou hness Coefficient Material/Surface Typical Mannings Roughness
Coefficients
Concrete 0.015 Roads with grassed nature strips 0.020
Grassed Floodways 0.03 to 0.04
Typical values adopted for other hydraulic parameters were as follows:
expansion/contraction coefficients (surface flows) - 0.2 to 0.5;
culvert entry loss coefficient - 0.2 to 0.7;
culvert exit loss coefficient - 0.2 to 1.0;
• manhole diameter - 1.2 metres;
• manhole inlet loss coefficient (pipe end") — 0.1; and
• manhole exit loss coefficient ("surface end") — 0.1.
It was assumed in all hydraulic modelling that drainage system capacity is unconstrained by inlet capacity, and that drains will not be blocked during flood events. No account was taken of the capacities of any underground drainage systems other than those requiring investigation as part of this study.
Dependant on the particular circumstances, tailwater levels were generally based on an estimate of the downstream water surface level, the downstream ground surface level or:
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) for piped systems - downstream pipe obvert level; and
for overland flow paths - normal flow depth.
The flood levels and velocities calculated in this Study correspond to a storm event on the catchment of the drain under consideration without any allowance for a coincident event on the outfall stream of the drain. It is entirely likely, particularly along the lower reaches of drainage systems, that higher flood levels than those calculated in this study may result from a flood event on the outfall stream, either alone or coincident with a storm event in the catchment of the drain in question.
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GHD
180 Lansdale Street Melbourne, Victoria 3000 T: (03) 8687 8000 F: (03) 8687 8111 E: melmail@ghd.com.au
©GHD 2009
This document is and shall remain the property of GHD. The document may only be used for the purposes for which it was commissioned and in accordance with the Consultancy Agreement for the commission. Unauthorised use of this document in any form whatsoever is prohibited.
Document Status
Rev No. Author
Reviewer Approved for Issue
Name Signature Name Signature Date
0 Greg Eaton Gavin Hay ............./11,) Gavin Hay ....,_. z44.7 15/10/09
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