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20220089 Jirrima Cr SWMP
REC::R Pe MP cali seclils 20220089 lan & Janis Rowe SCT ela EN eye (Tu aie Le May 2023
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Document control record
Document prepared by:
RECOR Pty Ltd
ABN 89 647 469 707
75 Noosa Drive
Noosa Heads, QLD 4567
Australia
T +61 7 5211 1003
E [email protected]
W recorconsulting.com
A person using RECOR documents or data accepts the risk of:
a) Using the documents or data in electronic form without requesting and checking them for accuracy against the original hard
copy version.
b) Using the documents or data for any purpose not agreed to in writing by RECOR.
Document control
Report title Stormwater Management Plan
Document code 20220089-SWMP01 Project number 20220089
File path C:\12dS\data\RecorSYN\20220089 21 Jirrima Cr_495\03 Engineering\02 Reports\20220089
Jirrima Cr SWMP.docx
Client Ian & Janis Rowe
Client contact - Client reference -
Rev Date Revision details/status Author Reviewer Verifier Approver
(if required)
0 09/05/2023 Initial Version B. Parry B. Parry
Current revision 0
Approval
Author signature Approver signature
Name B. Parry Name B. Parry
RPEQ: 28084
Title Civil Engineer Title Civil Engineer
recorconsulting.com
A 37 Mary St, Noosaville Qld 4566 E [email protected]
P +61 7 5211 1003
Page 3
Contents
Introduction..........................................................................................................................................4
Site Details ...........................................................................................................................................5
2.1. Existing Site Description ...................................................................................................................... 5
2.2. Existing Drainage Patterns .................................................................................................................. 6
2.3. Proposed Development Drainage Patterns........................................................................................ 7
Flood Assessment ...............................................................................................................................9
3.1. Available Data ...................................................................................................................................... 9
3.2. Catchment Hydrology .......................................................................................................................... 9
3.3. Catchment Hydraulics ....................................................................................................................... 10
3.1. Flood modelling results ..................................................................................................................... 12
3.1. Flood Hazard Overlay Code assessment ....................................................................................... 15
Stormwater Quality Management ...................................................................................................... 16
4.1. Construction Stormwater Management ........................................................................................... 16
4.1. Operational Stormwater Management ............................................................................................. 17
Conclusion ........................................................................................................................................ 18
Appendices
Appendix A
Proposed Concept Plans
Appendix B
DRAINS Modelling Results
Appendix C
TUFLOW Modelling Flood Maps
Appendix D
Ecosol Litter Basket Technical Specification
Appendix E
Bioretention Garden Maintenance Checklist
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INTRODUCTION
RECOR has been engaged to prepare a Stormwater Management Report and Flood Study in support of a
development application for a Reconfiguration of a lot (ROL) to create a 2-lot subdivision at 21 Jirrima Crescent,
Cooroibah, located in the Noosa Shire Council local government area.
This report investigates the stormwater management considerations for the proposed development site, with
particular respect to managing flood impacts around the access to the proposed rear allotment following a request
for further information from Noosa Shire Council.
This document has been prepared with consideration for the following specifications, guidelines and reports:
• Noosa Plan 2020
• State Planning Policy 2017
• “Queensland Urban Drainage Manual” (QUDM)
• “Best Practice Erosion and Sediment Control document” International Erosion Control Association (IECA)
• “Australian Rainfall and Runoff” 2019 (Institute of Engineers Australia)
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SITE DETAILS
2.1. Existing Site Description
The location of the proposed development site is 21 Jirrima Crescent, Cooroibah, identified as Lot 46 RP 136461.
The site has an area of 43,885m² and is located within a rural residential zone in accordance with the Noosa Plan
2020.
Review of the Noosa Shire Council Intramaps flood layers, including the Flood Hazards Overlay, has identified that a
drainage feature through the site is located within the Flood Hazard Overlay requiring compliance with the relevant
sections of the Flood Hazard Overlay Code.
Discussions with Council have identified that an upstream culvert crossing within Jirrima Crescent effectively governs
the required flood immunity that the driveway and causeway crossing to the proposed future lot would be required
to achieve.
A locality plan is presented in Figure 2.1 - Site Locality Plan (Noosa Shire Council Intramaps, 2022) below.
Drainage Flow
Direction
Existing Concrete
Causeway
Lot 46
RP 136461
(21 Jirrima Cres)
Upstream Culvert
Crossing
Figure 2.1 - Site Locality Plan (Noosa Shire Council Intramaps, 2022)
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2.2. Existing Drainage Patterns Surface runoff from the existing site occurs as overland sheet flow following the natural surface contours which typically drain towards an existing drainage feature that traverses the site approximately 200m from the site frontage. This watercourse flows from south to north as indicated by the yellow dotted line within Figure 2.2 – Existing Site Drainage Characteristics (Queensland Globe Watercourse Identification Map, 2022) continuing through Lot 11 SP 335366 to the north. The upstream catchment contributing to the existing watercourse through the site have been identified by the blue polygon on Figure 2.2. This catchment measures approximately 0.65km² in area extending to the south and east of the subject site. The upstream catchments are concentrated at the existing culvert crossing in Jirrima Crescent approximately 200m south of the existing site, made up of 2 1800x900 box culverts beneath the road. Based on discussions with Council, the immunity of this crossing will govern the required level of immunity for the driveway access within the subject site. Council flood modelling data has been obtained for this culvert which found it was immune from flooding up to the 50% AEP storm event but remained trafficable for both the 10% and 1% AEP storms. Refer to Appendix B Council Flood Modelling Results for the data obtained from Council for the upstream culvert. This stormwater culvert as identified from Council mapping is indicated by the green line in Figure 2.2. Downstream of the proposed development the stormwater flows traverse the adjacent properties before joining an unnamed tributary of Ringtail Creek for approximately 2.3km before it eventually connects into Ringtail Creek and continues to the north (refer Figure 2.2). Project number 20220089 Page 6 of 23 File 20220089 Jirrima Cr SWMP.docx, 2023-05-09 Revision 0 P +61 7 5211 1003 A 75 Noosa Drive, Noosa Heads Qld 4567 E [email protected] recorconsulting.com
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21 Jirrima Cr
Existing 2x1800x900
RCBC Crossing
Approximate
upstream catchment
extents (0.65km²)
Figure 2.2 – Existing Site Drainage Characteristics (Queensland Globe Watercourse Identification Map, 2022)
2.3. Proposed Development Drainage Patterns
2.3.1 Stormwater Concept
The proposed development consists of works to upgrade the existing driveway access to the rear of the lot to provide
safe access under flooded conditions for a future second allotment.
An existing concrete causeway will be raised and upgraded through the provision of culverts to provide a low flow
channel beneath the crossing with capacity to convey the minor storm events fully to achieve immunity. The crossing
is designed to allow major storms to overflow across the driveway while not exceeding the depth, velocity and depth
velocity product limits for trafficable access for storms up to and including the 1% AEP.
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The future development of the lot is not likely to impact stormwater quality or quantity for run-off discharging from
the site as a future dwelling will result in an insignificant change to the impervious fraction of the site. Any future
dwelling however will be required to provide a minimum of 3kL of rainwater reuse capacity for internal and external
non-potable demands in accordance with the Noosa Council Sustainable Building Design Code.
The internal stormwater and inter-allotment drainage networks shall be designed to comply with:
1. Noosa Plan 2020 Schedule 6 – PSP6 Engineering Design Standards;
2. The Queensland Urban Drainage Manual (QUDM); and
3. AS/NZS 3500.3:2015 - Plumbing and Drainage Part 3: Stormwater Drainage.
Refer to Appendix A - Proposed Concept Plans for the proposed development concept plans plan illustrating the
stormwater layout described above. Other elements of the proposed stormwater system are described in the
following sections.
2.3.1 Lawful Point of Discharge
The site typically drains to the north via the existing drainage feature within the site which acts as the current lawful
point of discharge for the site. The catchments upstream of the development are also conveyed through this
drainage channel. The lawful point of discharge test, as described in Section 3.9.1 of QUDM, requires:
• The development does not change the flow characteristics leaving the site; or
• The proposed development will not alter the sites stormwater discharge in a way that may substantially
damage a third-party property; or
• The location of the discharge from the site is under lawful control of the government or other statutory
authority from whom permission to discharge has been received; or
• An authority to discharge has been obtained.
The proposed development does not result in a significant increase to run-off generation within the site, therefore,
impacts to peak flow rates from the site will be insignificant. Analysis of the impacts resulting from the proposed
upgrade of the existing causeway as described in Section 3, has found that the despite some increased flow depth
in the upstream property within proximity to the boundary, this is entirely contained within the riparian buffer
overlay and also coincides with the area of biodiversity significance overlay therefore does not alter the flow in a
way that may substantially damage third part property. T existing point of discharge is considered to remain as the
lawful point of discharge for the development.
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FLOOD ASSESSMENT
Flood protection measures are required to ensure the proposed future allotment can be safely accessed in all storm
events up to and including 1% AEP storm event (as discussed below, refer Section 3.1) and be flood immune to the
storm frequency level of Jirrima Crescent at the culvert crossing upstream of the subject site. Noosa Council flood
modelling data has been obtained for Jirrima Crescent which found that immunity is achieved up to the 50% AEP
storm event, while remaining trafficable for both the 10% and 1% AEP storms. Refer to Appendix B Council Flood
Modelling Results.
The project will involve an upgrade to the existing concrete causeway which currently services the rear of the subject
site to a culvert crossing. Modelling of the existing and proposed developed access road has been undertaken to
ensure that the proposed upgrade will not result in impacts that may result in damage to the upstream or
downstream properties and infrastructure.
3.1. Available Data
The following data has been reviewed and used in preparation of this assessment.
- LiDAR Topographic Data – The 1m interval digital elevation model from the aerial LiDAR survey of the
Noosa-Gympie 2015 project (vertical accuracy +/- 150mm, 1 sigma) used to develop digital terrain
model.
- Aerial Photography – NearMap aerial imagery (2022) to designate surface characteristics to upstream
catchments.
- GIS information – Noosa Council IntraMaps used to identify upstream culverts and piped road crossings.
- Noosa Council Flood Model Data – Used to identify the immunity requirements for the driveway access.
- Layout – Plan of Proposed Reconfiguration of Lot (21-5581AA) by Max Watterson & Associates
- Rainfall data – Bureau of Meteorology IFD data and ARR Data Hub parameters for Northeast Coast region
(Latitude: -26.3509, Longitude: 153.0001, obtained 14/12/22)
3.2. Catchment Hydrology
3.2.1 Areas
In order to assess the peak flows at the existing causeway the upstream contributing catchment was determined
based on contour mapping of the locality. A catchment of approximately 0.65km² is conveyed through the existing
causeway as shown in Figure 2.2 – Existing Site Drainage Characteristics (Queensland Globe Watercourse
Identification Map, 2022).
3.2.2 Rainfall Data
Rainfall data for the locality was obtained from the Bureau of Meteorology IFD charts, with the temporal distribution
of rainfalls provided using the patterns obtained from the ARR Datahub. The rainfall intensities have been increased
by a factor of 1.2 to allow for climate change impacts projected to 2100 climate conditions.
Models were run for 1%, 10% and 50% AEP storm durations of 30 minutes to 720 minutes for the ensemble of ARR
temporal patterns for each event. The duration of storms was extended by a minimum of 1 hour to ensure the full
impacts of the temporal patterns would be realised at the existing causeway.
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3.2.3 Peak Flow Estimates – rational / Flood Data / TUFLOW
Analysis of the existing and proposed development area has been carried out using TUFLOW (a 2D flood modelling
engine) via the 12D interface. Rainfall from contributing catchments has been applied to the model as rain-on-grid
to simulate the behaviour of both 2D surface flows and 1D piped flows representing culvert crossings under the
peak 1%,10% and 50% AEP flood events.
ILSAX routing has been used for the run-off routing method as it allows non-linear run-off routing considering various
surface conditions for urban and semi-urban catchments as well as the interaction of surface flows entering into
piped drainage networks.
3.3. Catchment Hydraulics
3.3.1 Topography
The topography of the locality has been converted into a digital elevation model using LiDAR point cloud data
obtained from the Elvis system provided by the Intergovernmental Committee on Surveying and Mapping. The
data was captured as part of the Noosa-Gympie 2015 project with point information at 1m spacings and with a
vertical accuracy of +/- 150mm.
The terrain has been imported into 12D and converted into a TUFLOW grid comprised of 5m x 5m squares with a
sub-grid sampling rate of 5 intervals giving a high-resolution result of 1m grids. This resolution has been assessed
as adequate to capture the key drainage channels and ensure contributing surface flows are accurately
represented in the model.
3.3.2 Inflows
The extent of the modelled catchment fully captures the upstream contributing areas that drain through the subject
site; therefore no additional inflows are incorporated into the model.
3.3.3 Surface Characteristics
Catchment surface types were identified in the contributing areas based on an assessment of the typical land use
and surface characteristics within the catchment. The surface types are identified in Table 3.1 - Surface Material
Types. Infiltration rates for the surface types are based on the Australian Rainfall and Runoff (ARR) Datahub
parameters for the location.
Surface material adopted for each area is shown in Figure 3.1 – Adopted Surface Material .
Table 3.1 - Surface Material Types
ID Surface Type Description Manning’s ‘n’ Infiltration Characteristics
(Initial, Continuing)
1 Large rural lots or Typically grassed and 0.04 31, 3.4
predominately developed areas of large
vegetated areas allotments
(default material
not shown)
2 Road Catchments Predominately impervious 0.025 1,0
(Blue) road surfaces and verges with
minimal flow obstructions
3 Heavily forested Heavily vegetated areas 0.07 31, 3.4
areas (Green) inside and outside of
allotments
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Figure 3.1 – Adopted Surface Material for Each Area
3.3.4 Boundary Conditions
Downstream of the site, the waterway that passes through the site discharged into the unnamed tributary of Ringtail
Creek downstream of the property, which has a larger catchment area. To account for tailwater impacts arising from
the flooded condition of the downstream environment, the TUFLOW grid area has been extended to incorporate
the larger upstream and downstream catchment of the downstream waterway to model it under peak flow
conditions. Tailwater assumptions influencing the hydraulic performance of the culverts are therefore allowed for in
the proposed design.
The downstream Boundary conditions were generated for outflow channels having a depth greater than 0.3m
along the downstream boundary, with the boundary energy slope as measured from the lidar data for the
downstream drainage feature channel. A cut-off depth of 1cm was used for the modelling results to minimise
superfluous output.
3.3.5 Drainage Culverts & Pipes
Within the catchment area, major culverts and crossings have been identified, and their dimensions and levels have
been obtained from Noosa Council Intramaps. Where levels were not available for a crossing, the invert levels
assume the height of the LiDAR topography at the inlet and outlet locations.
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In accordance with QUDM, pipe blockage factors for all pipes have been applied as described in Table 10.4.1, with
the inlets blocked by a 20% blockage combined with a 25% bottom-up blockage within the chamber.
3.1. Flood modelling results
The simulations were run for both the existing terrain and stormwater infrastructure, as well as the developed terrain
consisting of a proposed upgrade to the existing causeway. The resultant depths, velocities, depth velocity products
and surface height at each grid square within the active extent of the modelled terrain were recorded for each storm
event across all durations.
The resulting data for each storm was aggregated using asc_to_asc software to find the median storm event within
each duration, and then determine the maximum result of these medians across all durations with the critical result
obtained within each grid. This data has been filtered to remove isolated grid squares and flow paths and drainage
features disconnected from the subject channel for ease of review.
While every care has been taken in preparation of the TUFLOW model and the choice of the adopted parameters,
there is an inherent level of uncertainty in hydrological and hydraulic modelling due factors which may include any
of the following:
• The accuracy and resolution of the survey and lidar composite terrain model, and the interpretation of this
information by the hydraulic model (calculations using a fixed grid).
• The nominated position of grid boundaries and grid sizes to represent surface conditions and heights may
not capture all flow paths or alignment characteristics so localised behaviour can vary.
• Impacts of structures and localised drainage (roof connections, interallotment drainage, etc) that aren’t
represented in the model resulting in differences in flow distribution.
• Dynamic changes in the existing or proposed topography due to erosion or deposition of soil or debris
during a flood event which can lead to changes in the distribution of flow.
• Uncertainty in the rainfall pattern and catchment conditions prior to a flood. Antecedent moisture
conditions prior to rainfall, initial detention storage levels at the beginning of rainfall runoff and the
intensity and uniformity of the rainfall event itself all vary during flood events. Modelling attempts to
reproduce a composite representation of these patterns through the ARR temporal patterns, however
individual rainfall events may exhibit a differing temporal pattern than those modelled.
• Estimation of input parameters to the model such as runoff coefficients, Manning's roughness, and
infiltration characteristics, which may vary within the catchment to a higher level of granularity than the
modelled conditions.
A number of locations were selected upstream and downstream of the proposed culvert upgrade that would
provide an indicative representation of the conditions in the existing state, as well as conditions resulting from the
proposed road and culvert upgrade in order to assess the impacts of the development and afflux impacts to the
waterway. Refer to Figure 3.2 – Flood modelling points of interest which demonstrates these locations and Table
3.2 – Point of Interest Descriptions describing each location.
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Figure 3.2 – Flood modelling points of interest
Table 3.2 – Point of Interest Descriptions
Point ID Description
1 Eastern side of Crossing
2 Centre of Crossing
3 Western side of Crossing
4 Upstream Property Boundary
5 50m south of upstream property boundary
6 Downstream Property Boundary
7 50m north of downstream property boundary
A summary of the results is included in Table 3.3 and showing the pre and post conditions at the nominated
locations through the drainage feature. Refer to Appendix C TUFLOW Modelling Flood for the flood maps
resulting from the modelling.
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Table 3.3 – Pre-Development Flood Depths and Depth Velocity
Point 1% 1% 10% 10% 50% 50%
ID Critical Critical Critical Critical Critical Critical
Depth dxV Depth dxV Depth dxV
1 0.654 0.881 0.534 0.594 0.325 0.312
2 0.731 1.200 0.633 0.788 0.490 0.417
3 0.777 1.061 0.672 0.669 0.513 0.319
4 0.982 1.158 0.752 0.806 0.491 0.429
5 0.635 1.009 0.510 0.656 0.359 0.299
6 0.984 1.152 0.873 0.697 0.709 0.398
7 1.087 1.038 0.921 0.713 0.709 0.353
Table 3.4 – Post Development Flood Depths and Depth Velocity
Point 1% 1% 10% 10% 50% 50%
ID Critical Critical Critical Critical Critical Critical
Depth dxV Depth dxV Depth dxV
1 0.177 0.230 0.058 0.061 - -
2 0.090 0.022 - - - -
3 0.175 0.071 - - - -
4 1.135 1.011 0.967 0.712 0.731 0.445
5 0.639 1.002 0.510 0.656 0.359 0.299
6 0.973 0.757 0.863 0.429 0.702 0.200
7 1.086 1.046 0.919 0.713 0.709 0.345
At the location of the culvert (POI 1 to 3), the road is now trafficable during the 1% and 10% AEP storms (depth <
0.2m and dxV <0.3m/s² as per QUDM Table 7.4.5) and immune under the 50% AEP storms as per the immunity of
Jirrima Crescent.
Although the culvert upgrade results in increased depth of flow upstream of the crossing, the impacts are
contained within the heavily vegetated riparian buffer zone and areas of biodiversity significance overlays where
development would be prohibited and no impacts to property and infrastructure nor adverse use of the land is
anticipated. At a location 50m upstream and downstream of the site, the difference from the existing flows are
negligible, therefore impacts to adjacent properties are within an acceptable limit.
Refer to Appendix C TUFLOW Modelling Flood Maps for maps showing the results of the modelling.
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3.1. Flood Hazard Overlay Code assessment Review of the Noosa Shire Council Intramaps flood layers including the Flood Hazards Overlay has identified that the site is subject to the Flood Hazard Overlay as shown below in Figure 3.3 – Flood hazard Overlay Map (Noosa Shire Council Intramaps, 2022). Figure 3.3 – Flood hazard Overlay Map (Noosa Shire Council Intramaps, 2022) Refer to Appendix D Flood Hazard Overlay Code Assessment for an assessment of the proposed development against the objectives of the flood hazard overlay code. Project number 20220089 Page 15 of 23 File 20220089 Jirrima Cr SWMP.docx, 2023-05-09 Revision 0 P +61 7 5211 1003 A 75 Noosa Drive, Noosa Heads Qld 4567 E [email protected] recorconsulting.com
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STORMWATER QUALITY MANAGEMENT
4.1. Construction Stormwater Management
4.1.1 Erosion and Sediment Control Measures
During construction, it is necessary to manage stormwater run-off to avoid potential contamination of downstream
waterways from sediments and other pollutants from the site. A range of best practice sediment and erosion controls
should be implemented on the development to ensure negative impacts to the downstream receiving environment
are mitigated. The erosion and sediment control strategy should be based on the following key principles.
• Minimise the disturbed area – The clearing of land should be limited to areas actively under construction or
those that will be in the near future (3 to 6 months)
• Stabilised disturbed areas – Once an area is no longer actively under construction, the exposed surfaces are
to be stabilised through means such as control matting, grass seeding or turfing. Both temporary and
permanent stabilisation need to be considered.
• Protection of channels – where water is concentrated through channels, drains or other flow paths these
areas should be stabilised (e.g., check dams to limit velocity, geotextiles to limit erosion, concrete lining,
etc.) with either temporary or permanent solutions.
• Maintenance – Regular inspections shall be carried out on all erosion and sediment controls, and where
damage has been identified, or capacity of the device falls below 75%, prompt rectification of the defect
shall be carried out to ensure the continued functioning of the controls.
A site-specific erosion and sediment control plan has been prepared for the development to achieve these
strategies. Erosion and sediment controls for the site nominated include:
1. Sediment fencing along downstream of the work areas within the site to prevent sediment from leaving the
construction area.
2. A shakedown area is to be installed at the construction entry/exit to the proposed development area to
minimise sediment being transported to and from the site.
3. Ensuring any stockpiles and construction materials are located clear of overland flow paths and contained
using sediment fencing downstream of these areas with upstream diversion berms to protect the stockpile.
4.1.2 Erosion and Sediment Control Monitoring
The control measures described above must be maintained in an effective operational condition during the
construction works. Regular inspections should be carried out by the contractor and any defects in erosion and
sediment control devices specified for the site are to be remedied as soon as practicable. Any damage to either
temporary or permanent water quality control structures is to be immediately rectified at the contractor’s expense.
The inspection of the ESC devices is to be carried out as follows:
1. Routine Inspection – is to be carried out daily while work is being carried out on site, or weekly
while works are not being carried out.
2. Preventative inspection – to be carried out a maximum of 24 hours before rain is forecast.
3. Reactive inspection – to be carried out within 18 hours of a rainfall event sufficient to mobilise
surface sediment on the site.
Documentation of these defects is to be carried out, recording the date the defect was identified, a description of
the defect, the cause of the defect and measures that can be implemented to reduce the likelihood of the defect
occurring in the future. Once the device has been repaired, the date of repair and the solution implemented
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should also be recorded in the documentation. A record of all inspections and maintenance carried out on the
erosion and sediment control devices is to be maintained on site all times during construction.
4.1. Operational Stormwater Management
The proposed development will not materially alter the stormwater quality characteristics of the site once in its
operational phase. The upgrade of the causeway will not alter the pollutant generating characteristics of the
driveway nor its impervious area therefore no change to stormwater quality is expected as a result of the upgrade.
Within the proposed future allotment, the construction of a residential dwelling will similarly be largely insignificant
to stormwater quality. The large rural allotments are of such a size that a future dwelling will only increase the
fraction impervious of the site by only a small amount, and with extensive pervious areas to filter and infiltrate run-
off from the dwelling, the site is unlikely to result in significant worsening of stormwater quality to the downstream
environment.
No operational stormwater quality measures are therefore proposed for the development.
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CONCLUSION
This Stormwater Management Report has outlined how the stormwater run-off from the site is to be managed to
comply with the relevant requirements to minimise any adverse impacts to the downstream environment.
• The lawful point of discharge test for the proposed development is achieved as the development proposes
to discharge run-off to the existing drainage feature downstream of the site to which it currently drains.
Assessment of the impacts arising from the development have found the overall flow depth and volumes are
not considered to not result in risk or damage or impact use of the adjacent properties thereby achieving
lawful discharge conditions.
• The proposal will result in an additional dwelling situated within a largely pervious catchment. The pollutant
generation and peak flow increase from the new development will be a relatively minor increase which is
considered to be suitably mitigated through discharge through the large areas of vegetated buffer prior to
capture within the waterway. No stormwater treatment nor attenuation is proposed for the additional
dwelling.
• Any future dwelling will be required to provide a minimum 3kl of rainwater reuse capacity in accordance
with the Sustainable Building Design Code.
• Council flood data was obtained for Jirrima Crescent which found the road is immune to storms up to the
50% AEP event. The road remains trafficable for the 10% and 1% AEP storm events. These parameters will
govern the required immunity of the proposed culvert crossing to the new lot.
• The site and its upstream and downstream catchments have been modelled in TUFLOW under the 2100
climate change conditions and in accordance with QUDM and ARR methodologies. The analysis found that
the crossing would achieve the required immunity levels through provision of 4 1500mmx750mm culverts
to be located at the existing low points of the current driveway access to the rear of site. Although some
increase occurs to peak depths in the adjacent properties, the increase is contained within the riparian buffer
zone and typically coincides with the areas of biodiversity significance overlay, therefore the increase is
unlikely to result in damage to infrastructure nor impact the use of the adjacent lots.
• During construction, erosion and sediment control measures in accordance with best practice standards are
to be implemented to minimise potential contaminants impacting the downstream receiving environment.
An erosion and sediment control plan shall be developed by the contractor prior to any works commencing
on the proposed development.
• The proposed crossing therefore provides adequate serviceability to the proposed lot and generally
achieves the outcomes of Noosa Council regarding stormwater management objectives.
Project number 20220089 Page 18 of 23
File 20220089 Jirrima Cr SWMP.docx, 2023-05-09 Revision 0
P +61 7 5211 1003 A 75 Noosa Drive, Noosa Heads Qld 4567 E [email protected] recorconsulting.com
Page 19
Appendix A Proposed Concept Plans Project number 20220089 Page 19 of 23 File 20220089 Jirrima Cr SWMP.docx, 2023-05-09 Revision 0 P +61 7 5211 1003 A 75 Noosa Drive, Noosa Heads Qld 4567 E [email protected] recorconsulting.com
Page 20
PROPOSED SUBDIVISION
21 JIRRIMA CRESCENT COOROIBAH, QLD 4565
CIVIL WORKS
GENERAL NOTES
1. ALL DIMENSIONS SHOWN ARE IN METERS UNLESS OTHERWISE SHOWN.
2. ALL SETOUT ON SITE IS THE SOLE RESPONSIBILITY OF THE CONTRACTOR.
CONTRACTOR TO ALLOW FOR ALL MEANS NECESSARY TO ACCURATELY
SETOUT THE WORKS.
3. ALL WORKS TO BE CONSTRUCTED IN ACCORDANCE WITH PROJECT
SPECIFICATIONS AND WHERE FURTHER DETAILS ARE REQUIRED THE
CONTRACTOR SHALL REFER TO NOOSA SHIRE COUNCIL DEVELOPMENT
GUIDELINES, LOCAL WATER AUTHORITY GUIDELINES, ASSOCIATED
STANDARD DRAWINGS AND SPECIFICATIONS U.N.O.
4. EXISTING SERVICES HAVE BEEN PLOTTED FROM SUPPLIED DATA AND AS
SUBJECT SITE
SUCH THEIR ACCURACY CANNOT BE GUARANTEED. NO RESPONSIBILITY IS
TAKEN BY RECOR OR THE PRINCIPAL FOR THE ACCURACY AND
COMPLETENESS OF THIS INFORMATION. IT IS THE RESPONSIBILITY OF THE
CONTRACTOR TO ACCURATELY ESTABLISH THE LOCATION AND LEVEL OF ALL
EXISTING SERVICES PRIOR THE COMMENCEMENT OF ANY WORKS. ANY
DISCREPANCIES SHALL BE REPORTED TO THE SUPERINTENDENT.
CONTRACTOR TO LOCATE AND PROTECT SERVICES AS REQUIRED DURING
PROPOSED WORKS.
5. THE CONTRACTOR IS TO CHECK THROUGH LOCATING, POTHOLING AND
SURVEY ALL CRITICAL CONNECTION POINTS FOR ALL CIVIL WORKS SHOWN
ON THE DRAWINGS INCLUDING ANY POTENTIAL EXISTING SERVICES CLASHES
PRIOR TO COMMENCEMENT OF CIVIL WORKS. CONTRACTOR TO IMMEDIATELY
REPORT ANY DISCREPANCIES TO RECOR AND AWAIT FORMAL DIRECTION
PRIOR TO COMMENCING CIVIL WORKS.
6. ON COMPLETION OF SERVICES INSTALLATION, ALL DISTURBED AREAS SHALL
BE RESTORED TO ORIGINAL LEVEL, INCLUDING KERBS, FOOTPATHS,
CONCRETE AREAS, GRAVEL AREAS, GRASSED AREAS AND ROAD
PAVEMENTS.
7. CONTRACTOR SHALL BE RESPONSIBLE FOR REPAIR OF ANY DAMAGE TO
AUTHORITY/COUNCIL'S INFRASTRUCTURE. SUCH REPAIR OR
REINSTATEMENT TO BE CARRIED OUT IMMEDIATELY TO THE SATISFACTION
OF INFRASTRUCTURE OWNER/MANAGER / AUTHORITY/COUNCIL.
LOCALITY PLAN
8. ALL WORKS ARE TO BE UNDERTAKEN IN ACCORDANCE WITH ALL RELEVANT
WORKPLACE HEALTH AND SAFETY REQUIREMENTS. NOT TO SCALE
9. WHERE ANY EXCAVATION OR CONSTRUCTION WORKS ARE TO BE IN CLOSE
PROXIMITY TO NEIGHBOURING LOT BOUNDARIES OR INFRASTRUCTURE,
CONTRACTOR TO ALLOW IN SCOPE OF WORKS TO PROVIDE ALL MEASURES
NECESSARY TO ENSURE THE INTEGRITY OF EXISTING BOUNDARIES AND
INFRASTRUCTURE. THIS MAY INCLUDE THE USE OF LOW VIBRATION
EQUIPMENT, TRENCH SHORING ETC AS REQUIRED.
10. CONTRACTOR TO UNDERTAKE ALL WORKS IN ACCORDANCE WITH RELEVANT
APPROVALS.
11. DRAWINGS TO BE READ IN CONJUNCTION WITH THE FOLLOWING
CONSULTANTS/CONTRACTORS DRAWINGS:
DRAWING SCHEDULE
SURVEYOR: MAX WATTERSON AND ASSOCIATES
DRAWING
ARCHITECT: TBA DRAWING TITLE REVISION
NUMBER
HYDRAULICS: TBA
C01 COVER SHEET AND LOCALITY PLAN 2
STRUCTURAL: TBA
C30 PROPOSED DRIVEWAY CROSSOVER 2
LANDSCAPE: TBA
LAYOUT AND DETAILS
12. CONTRACTOR TO PREPARE AND HAVE APPROVED BY RELEVANT AUTHORITY:
ROAD OPENING PERMIT AND TRAFFIC MANAGEMENT PLAN FOR ALL WORKS C31 DRIVEWAY LONGSECTION 2
WITHIN COUNCIL ROAD RESERVES. CONTRACTOR TO ALLOW FOR ALL COSTS
ASSOCIATED WITH IMPLEMENTATION OF THE TMP.
C32 DRIVEWAY CROSS SECTIONS 2
13. ALL WORKS TO BE COMPLETED IN ACCORDANCE WITH ALL LOCAL
AUTHORITY APPROVALS RECEIVED FOR THE PROJECT
14. CONTRACTOR TO UNDERTAKE ALL WORKS IN ACCORDANCE WITH OPW C33 STORMWATER LONGSECTION 2
APPROVALS BY COUNCIL FOR THIS PROJECT.
15. NO WORKS ARE TO BE UNDERTAKEN ON LAND OUTSIDE OF THE SITE
BOUNDARY WITHOUT FORMAL APPROVAL BY THE OWNER/CUSTODIAN OF
THAT LAND INCLUDING BUT NOT LIMITED TO PRIVATE PROPERTY, ROAD
RESERVE, PARKS/OPENSPACE, EASEMENTS.
SCALE: CLIENT: APPROVED BY: PROJECT NAME:
PROPOSED SUBDIVISION AT 21 JIRRIMA CRESCENT
1:1 TITLE: STATUS:
COVER SHEET AND RFI RESPONSE
© ABN 89 647 469 707 IAN & JANIS ROWE BEN PARRY LOCALITY PLAN
2 15/05/23 RFI UPDATE BP BP
37 MARY ST
SCALE 1:1 RPEQ: 28084
1 04/04/22 'RFI RESPONSE' ISSUE JAC BRP BRP 10 20 30 40 10 100mm
NOOSAVILLE, QLD 4566 CPEng NER DRAWING NUMBER: PROJECT NUMBER: REV:
+61 7 5211 1003 REV DATE DESCRIPTION DWN CHK APP SHEET
DATE: 15/05/23 SIZE:
RECORCONSULTING.COM REVISIONS C01 20220089 A1 2
Page 21
PROPO
SE
PROVID D CULVERT C
E R
INLET A ROCK ENERG OSSINGS.
ND OUT Y DISS
LETS IPATOR
AT
LOT 47
RP1364
61
.5M
. 0M
283
280
.0M
EA
BATTER
ACCESSEMENT FOR
260
S
1V:2H A INCREASE TO S AND
0M
220.0M
GRAVE
L SECT
T CROS
SING SERVC
ES
240.
INDICA ION
TIVE O
M
LOCAT N L
ION AN Y.
200.0
TO BE D EXTE A/1 SEALED
M
CO NT B/1 ROADB
ONSITE NFIRMED ADJAC A
180.0
ENT DW SE TO EXTE
A/2 E ND 50m
M
150m A
PPROX LLINGS BEYON
160.0
B/2 SINGLE . LENG D
COAT 1 T H FROM
M
0mm PR CROSS
140.0
IME AN OVER
D SEAL
M
120.0
LOT 46
M
125MM
100.0
N3
RP1364
61 OVER C 2 CONCRETE
ROSSIN
80.0M
G
DRIVEW
60.0M
A
OVER A Y CROSS
S PER
EXISTIN STD DW NS
G RS-0 C
40.0M
G GRAV
100mm E 56
ROADB L FORMATION
300mm AS TO BE
BALLAS E
M
RETAIN
20.0
T SUBB ED
ASE ON
GEOFA
BRIC
0.0M
1
LOT 46
RP1364
61
LEGEND
NOTE:
SPRAY SEAL EXCEPT WHERE NOTED ON PLAN AND ASSOCIATED DESIGN
DRAWINGS, ALL IN-GROUND SERVICES WITHIN THE PROPERTY
BOUNDARY INCLUDING BUT NOT LIMITED TO: STORMWATER
EXISTING GRAVEL ROADBASE DRAINAGE, SEWERAGE, WATER, GAS, ELECTRICAL AND
COMMUNICATIONS TO BE SAFELY BE DISCONNECTED, REMOVED
FROM SITE AND CAPPED OFF AT SITE BOUNDARY. CONTRACTOR TO
CONCRETE ARRANGE ALL NECESSARY APPLICATIONS AND PERMITS WITH THE
RELEVANT AUTHORITIES. SERVICES TO BE CAPPED IN
ACCORDANCE WITH RELEVANT SERVICE PROVIDER
SPECIFICATIONS AND STANDARD DETAILS
SCALE: CLIENT: APPROVED BY: PROJECT NAME:
PROPOSED SUBDIVISION AT 21 JIRRIMA CRESCENT
1:500 TITLE: STATUS:
PROPOSED DRIVEWAY RFI RESPONSE
© ABN 89 647 469 707 IAN & JANIS ROWE BEN PARRY CROSSOVER LAYOUT
2 15/05/23 RFI UPDATE BP BP SCALE 1:500
RPEQ: 28084
37 MARY ST
NOOSAVILLE, QLD 4566
1 05/04/22 'RFI RESPONSE' ISSUE JAC BRP NW
10 30 50M
CPEng NER
AND DETAILS
+61 7 5211 1003 REV DATE DESCRIPTION DWN CHK APP DRAWING NUMBER: PROJECT NUMBER: SHEET REV:
DATE: 15/05/23 SIZE:
RECORCONSULTING.COM REVISIONS C30 20220089 A1 2
Page 22
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Page 23
LEVEL
LEVEL
LEVEL
LEVEL
LEVEL
LEVEL
LEVEL
LEVEL
OFFSET
OFFSET
OFFSET
OFFSET
37 MARY ST
+61 7 5211 1003
DATUM RL 6.700
DATUM RL 5.900
DATUM RL 5.300
DATUM RL 4.800
© ABN 89 647 469 707
NOOSAVILLE, QLD 4566
FINISHED SURFACE
FINISHED SURFACE
FINISHED SURFACE
FINISHED SURFACE
EXISTING SURFACE
EXISTING SURFACE
EXISTING SURFACE
EXISTING SURFACE
RECORCONSULTING.COM
-3.100 9.198 -3.019 8.366 -3.100 7.792 -3.100 7.267
-2.100 9.190 9.130 LBAT -2.019 8.341 8.341 LBAT -2.100 7.752 7.660 LBAT -2.100 7.243 7.214 LBAT
-2.000 9.188 9.155 LEB -2.000 8.340 8.345 LEB -2.000 7.750 7.685 LEB -2.000 7.244 7.239 LEB
0%
0%
0%
0%
0.000 9.150 9.155 DWAY 0.000 8.317 8.345 DWAY 0.000 7.699 7.685 DWAY 0.000 7.233 7.239 DWAY
1
2
CH 0.000
0%
0%
0%
0%
CH 60.000
CH 40.000
CH 20.000
REV
2.000 9.109 9.155 REB 2.000 8.281 8.345 REB 2.000 7.695 7.685 REB 2.000 7.236 7.239 REB
2.199 9.106 9.106 RBAT 2.259 8.281 8.281 RBAT 2.100 7.690 7.660 RBAT 2.011 7.236 7.236 RBAT
DATE
05/04/22
15/05/23
3.199 9.081 3.259 8.265 3.100 7.657 3.011 7.200
RFI UPDATE
LEVEL
LEVEL
LEVEL
LEVEL
LEVEL
LEVEL
LEVEL
LEVEL
OFFSET
OFFSET
OFFSET
OFFSET
'RFI RESPONSE' ISSUE
REVISIONS
DESCRIPTION
DATUM RL 4.400
DATUM RL 4.200
DATUM RL 3.900
DATUM RL 3.700
FINISHED SURFACE
FINISHED SURFACE
FINISHED SURFACE
FINISHED SURFACE
EXISTING SURFACE
EXISTING SURFACE
EXISTING SURFACE
EXISTING SURFACE
-3.100 6.829 -3.100 6.609 -3.202 6.300 -3.160 6.082
-2.100 6.838 6.782 LBAT -2.100 6.597 6.550 LBAT -2.202 6.292 6.292 LBAT -2.160 6.071 6.071 LBAT
BP
JAC
DWN
-2.000 6.836 6.807 LEB -2.000 6.594 6.575 LEB -2.000 6.288 6.343 LEB -2.000 6.071 6.111 LEB
0%
0%
0%
0%
0.000 6.790 6.807 DWAY 0.000 6.539 6.575 DWAY 0.000 6.287 6.343 DWAY 0.000 6.081 6.111 DWAY
BRP
CHK
0%
0%
0%
0%
CH 80.000
CH 120.000
CH 140.000
CH 100.000
BP
NW
APP
2.000 6.809 6.807 REB 2.000 6.548 6.575 REB 2.000 6.320 6.343 REB 2.000 6.089 6.111 REB
2.100 6.806 6.782 RBAT 2.109 6.548 6.548 RBAT 2.081 6.323 6.323 RBAT 2.093 6.087 6.087 RBAT
3.100 6.774 3.109 6.535 3.081 6.331 3.093 6.068
SCALE:
1
SCALE 1:100
2
LEVEL
LEVEL
LEVEL
LEVEL
LEVEL
LEVEL
LEVEL
LEVEL
OFFSET
OFFSET
OFFSET
OFFSET
DATUM RL 3.500
DATUM RL 3.200
DATUM RL 2.500
DATUM RL 1.400
5
1:100
FINISHED SURFACE
FINISHED SURFACE
FINISHED SURFACE
FINISHED SURFACE
EXISTING SURFACE
EXISTING SURFACE
EXISTING SURFACE
EXISTING SURFACE
-4.243 4.024
-3.460 4.815
-3.055 5.897 -3.034 5.583 -3.243 3.878 4.048 LBAT
1 in
-2.460 4.858 4.858 LBAT
2-
-2.055 5.865 5.865 LBAT -2.034 5.574 5.574 LBAT -2.000 3.764 4.670 LEB
-2.000 4.873 4.973 LEB
-2.000 5.863 5.878 LEB -2.000 5.575 5.583 LEB
0%
0%
0%
0%
0.000 5.851 5.878 DWAY 0.000 5.585 5.583 DWAY 0.000 4.975 4.973 DWAY 0.000 3.710 4.670 DWAY
10M
0%
0%
0%
0%
CH 200.000
CH 160.000
CH 180.000
CH 220.000
2.000 5.925 5.878 REB 2.000 5.611 5.583 REB 2.000 5.054 4.973 REB 2.000 3.774 4.670 REB
CLIENT:
2.100 5.929 5.853 RBAT 2.100 5.613 5.558 RBAT 2.100 5.056 4.948 RBAT
1 in
-2
3.100 5.905 3.100 5.618 3.100 5.083 3.733 3.788 3.803 RBAT
4.733 3.800
LEVEL
LEVEL
LEVEL
LEVEL
LEVEL
LEVEL
LEVEL
LEVEL
OFFSET
OFFSET
OFFSET
OFFSET
DATUM RL 1.000
DATUM RL 2.000
DATUM RL 2.600
DATUM RL 2.700
FINISHED SURFACE
FINISHED SURFACE
FINISHED SURFACE
FINISHED SURFACE
EXISTING SURFACE
EXISTING SURFACE
EXISTING SURFACE
EXISTING SURFACE
IAN & JANIS ROWE
-4.140 4.552
-3.000 3.706 -3.100 5.107 -3.100 5.150
-3.140 4.517 4.517 LBAT
-2.100 5.089 5.029 LBAT -2.100 5.147 5.061 LBAT
1 in -4
-2.000 3.663 4.670 LEB -2.000 4.486 4.801 LEB
-2.000 5.087 5.054 LEB -2.000 5.141 5.086 LEB
0%
0%
0%
0%
0.000 3.595 4.670 DWAY 0.000 4.413 4.801 DWAY 0.000 5.049 5.054 DWAY 0.000 5.087 5.086 DWAY
0%
0%
0%
0%
CH 283.513
CH 240.000
CH 280.000
CH 260.000
APPROVED BY:
2.000 3.417 4.670 REB 2.000 4.393 4.801 REB 2.000 5.015 5.054 REB 2.000 5.066 5.086 REB
3.000 3.367 2.171 5.012 5.012 RBAT 2.070 5.069 5.069 RBAT
1 in -4
3.695 4.378 4.378 RBAT 3.171 4.959 3.070 5.048
CPEng NER
BEN PARRY
RPEQ: 28084
4.695 4.372
DATE: 15/05/23
TITLE:
C32
PROJECT NAME:
DRAWING NUMBER:
DRIVEWAY
CROSS SECTIONS
STATUS:
20220089
PROJECT NUMBER:
RFI RESPONSE
PROPOSED SUBDIVISION AT 21 JIRRIMA CRESCENT
A1
SIZE:
SHEET
2
REV:
Page 24
A/2 A/1 B/2 B/1
2100 1% AEP FLOOD DEPTH
DATUM RL -11.00 -11.00
COVER (& NATURAL SURFACE) LEVEL 4.35 (3.60) 4.20 (3.49) 3.97 (3.82) 3.61 (3.65)
DEPTH TO INVERT 0.75 0.75 0.32 0.11
HYDRAULIC GRADE LINE 4.86 4.78 4.27 4.87 4.65 4.27
INVERT LEVEL 3.60 3.45 3.65 3.50
PIPE CHAINAGE 0.00 5.42 0.00 6.23
PIPE LENGTH L=5.42 L=6.23
PIPE SIZE (mm) (2x)1500x750 (2x)1500x750
PIPE GRADE (%) 2.77% 2.41%
PIPE GRADE (1 in) 1 in 36.1 1 in 41.5
PIPE COVER MINIMUM Cover=-0.81
PIPE CLASS Class=BC Class=BC
PIPE ROUGHNESS n=0.013 n=0.013
Vcap - CAPACITY VELOCITY (m/s)
Vc - CRITICAL DEPTH VELOCITY (m/s)
Vn - NORMAL DEPTH VELOCITY (m/s)
Vf - FULL PIPE VELOCITY (m/s) Vf=1.94 Vf=1.62
Qcap - CAPACITY FLOW (L/s)
Q - PIPE FLOW (L/s) Q=3261 Q=2720
Qi - PIT INFLOW (L/s) & CHOKE (%)
Ku (& Kw) - PIT LOSS FACTORS
PIT TYPE HW IN auto HW OUT auto HW IN auto HW OUT auto
499965.20E 499967.11E 499978.88E 499977.51E
PIT SETOUT 7085459.90N 7085464.97N 7085456.61N 7085463.39N
3.60Z 3.45Z 3.65Z 3.50Z
ROAD NAME &
ROAD CHAINAGE & OFFSET
LINE A LINE B
SCALE: CLIENT: APPROVED BY: PROJECT NAME:
PROPOSED SUBDIVISION AT 21 JIRRIMA CRESCENT
H 1:500 V 1:100 TITLE: STATUS:
STORMWATER RFI RESPONSE
© ABN 89 647 469 707 IAN & JANIS ROWE BEN PARRY LONGSECTIONS
2 15/05/23 RFI UPDATE BP BP SCALE 1:500
37 MARY ST 10 30 50M RPEQ: 28084
1 05/04/22 'RFI RESPONSE' ISSUE JAC BRP NW
NOOSAVILLE, QLD 4566 CPEng NER DRAWING NUMBER: PROJECT NUMBER: REV:
+61 7 5211 1003 REV DATE DESCRIPTION DWN CHK APP SHEET
DATE: 15/05/23 SIZE:
RECORCONSULTING.COM REVISIONS C33 20220089 A1 2
Page 25
Appendix B Council Flood Modelling Results Project number 20220089 Page 20 of 23 File 20220089 Jirrima Cr SWMP.docx, 2023-05-09 Revision 0 P +61 7 5211 1003 A 75 Noosa Drive, Noosa Heads Qld 4567 E [email protected] recorconsulting.com
Page 26
MH o2-05 |i fm 05-075} (075-1 |e. (1-125 ls }(1.25-1.5 |B of 15-1.75 == Culvert 175-2 fy DCDB j . i | am > 2 ? >) 2 Js Ya ew aes — 1m LiDAR Contour 50% AEP Peak Depths
Page 27
| i 0.5-0.75 | 075-1 | | (91-125 ff (3) 1.25- 15 i } 1.5 - 1.75 PR ] 1.75.2 >» : : ‘ Ii DCDB | Ml > 2 Ps % “f. 2! . Pe c —— 1m LIDAR Contour 10% AEP Peak Depths
Page 28
GH 0.5- 0.75 By, |Gj075-1 & | (5) 1 - 1.25 | (1) 1.25-1.5 Ba 5 1.5 - 1.75 MH 175-2 4 mm >2 a Culvert DCDB —— 1m LIDAR Contour Year 2100 1% AEP Peak Depths
Page 29
Jirrima Cres Culverts
21 Jirrima Crossing
Ringtail Ck
Elevation (mAHD)
LiDAR Ground Levels
50% AEP Flood Level
10% AEP Flood Level
1% AEP Flood Leve (Yr 2100)
Distance Along Gully Line (m)
Long Section Along Gully
Page 30
10pc AEP, 60 Minute Event 1pce_CC AEP, 60 Minute Event Average Max Average Max Road Inundatin Time (Hours) | 06) 07 Road Inundatin Time (Hours) 13 14 Depth Over Road (mm) 82 111 Depth Over Road (mm) 150 172 Water Level Over Road Water Level Over Road 7.4 7.4 GO 7.35 GO 7.35 x ae =z < E S 2 73 ge 73 a vo a a s s = 7.25 = 7.25 7.2 7.2 0 1 2 3 0 1 2 Time (Hours) Time (Hours)
Page 31
10pc AEP, 120 Minute Event 1pe_CC AEP, 120 Minute Event Average Max Average Max Road Inundatin Time (Hours) 1.0 1.3 Road Inundatin Time (Hours) 21 22) [Depth Over Road (mm) 93} 105 Depth Over Road (mm) 146 158) Water Level Over Road Water Level Over Road 74 7.4 S 7.35 o 7.35 & L < < £ £ 73 2 73 a 4 s g S 7.25 S 7.25 7.2 7.2 0 1 2 3 4 0 1 2 Time (Hours) Time (Hours)
Page 32
10pc AEP, 180 Minute Event 1pce_CC AEP, 180 Minute Event Average Max Average Max Road Inundatin Time (Hours) 11 13 Road Inundatin Time (Hours) 28 3.2 Depth Over Road (mm) 8 108 |Depth Over Road (mm) 139 163 Water Level Over Road Water Level Over Road 7.4 7.4 GO 7.35 GO 7.35 = x <x =< iS £ 2 73 ge 73 a eo a a S S = 7.25 = 7.25 7.2 7.2 0 2 4 6 0 2 4 Time (Hours) Time (Hours)
Page 33
10pc AEP, 360 Minute Event Average Road Inundatin Time (Hours) 07 16 Depth Over Road (mm) 61 105) Water Level Over Road 7.4 Water Level (mAHD) ~ ~ w w uw ow N ua 2 4 6 Time (Hours) 10 1pc_CC AEP, 360 Minute Event Average Max Road Inundatin Time (Hours) 37 45 Depth Over Road (mm) 134 158 Water Level Over Road 7.4 Water Level (mAHD) ~ ™ w w ow ~ N un 7.2 4 6 Time (Hours) 10
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10pc AEP, 540 Minute Event 1pc_CC AEP, 540 Minute Event Average Max Average Max| Road Inundatin Time (Hours) Os 1.2) Road Inundatin Time (Hours) 48 63 Depth Over Road (mm) _ x% 94 Depth Over Road (mm) 125) 160 Water Level Over Road Water Level Over Road 7.4 7.4 ~ w a ~ w a ~ N uw Water Level (mAHD) ~ NR ~w uw Ww Water Level (mAHD) ~ Ww tall . 15 0 5 10 Time (Hours) Time (Hours)
Page 35
10pc AEP, 720 Minute Event Average Road Inundatin Time (Hours) 0.3 V1 Depth Over Road (mm) 18 73 Water Level Over Road 7.4 ~ iw a Water Level (mAHD) ~N Pes ~N uO ue 7.2 5 10 Time (Hours) 15 1pe_CC AEP, 720 Minute Event Average Max’ Road Inundatin Time (Hours) 43 61 Depth Over Road (mm) _ 109 149 Water Level Over Road 7.4 ow Ww a Water Level (mAHD) ~ Nt ~~ uw w 7.2 10 Time (Hours) 15
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10pc AEP, 1440 Minute Event Average Max Road Inundatin Time (Hours) 0.1 07 [Depth Over Road (mm) bal 72 Water Level Over Road 7.4 ~ Ww a 7.3 Water Level (mAHD) ol N wn 7.2 | 10 20 Time (Hours) 30 1pc_CC AEP, 1440 Minute Event Average Max Road Inundatin Time (Hours) 3.5 $.1 Depth Over Road (mm) 92 127 Water Level Over Road 7.4 Water Level (mAHD) ~ ™~ w Ww uw ~ N uw 7.2 10 \ 20 30 Time (Hours)
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Appendix C TUFLOW Modelling Flood Maps Project number 20220089 Page 21 of 23 File 20220089 Jirrima Cr SWMP.docx, 2023-05-09 Revision 0 P +61 7 5211 1003 A 75 Noosa Drive, Noosa Heads Qld 4567 E [email protected] recorconsulting.com
Page 38
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Page 39
POI
50pc_ex_depth
Band 1
<= 0.2000
0.2000 - 0.5000
0.5000 - 1.0000
1.0000 - 1.7500
> 1.7500
Google Hybrid
Page 40
POI
50pc_ex_vel
Band 1
<= 0.5000
0.5000 - 1.0000
1.0000 - 1.5000
1.5000 - 2.0000
> 2.0000
Google Hybrid
Page 41
a hd ea ies 7 : - 21 Jirrima iii) = ting. acc a 4 aoe
Page 42
POI
10pc_ex_depth
Band 1
<= 0.2000
0.2000 - 0.5000
0.5000 - 1.0000
1.0000 - 1.7500
> 1.7500
Google Hybrid
Page 43
POI
10pc_ex_vel
Band 1
<= 0.5000
0.5000 - 1.0000
1.0000 - 1.5000
1.5000 - 2.0000
> 2.0000
Google Hybrid
Page 44
ite Rigcrs DT pAVE cist ae 5 / "10pc_ex.depth@1"*"10pc_ex_vel@1' _
Page 45
POI
1pc_ex_depth
Band 1
<= 0.2000
0.2000 - 0.5000
0.5000 - 1.0000
1.0000 - 1.7500
> 1.7500
Google Hybrid
Page 46
POI
1pc_ex_Vel
Band 1
<= 0.5000
0.5000 - 1.0000
1.0000 - 1.5000
1.5000 - 2.0000
> 2.0000
Google Hybrid
Page 47
on a ting act] Drerelta Dn Valero a
Page 48
POI
50pc_dev_depth
Band 1
<= 0.2000
0.2000 - 0.5000
0.5000 - 1.0000
1.0000 - 1.7500
> 1.7500
Google Hybrid
Page 49
POI
50pc_dev_Vel
Band 1
<= 0.5000
0.5000 - 1.0000
1.0000 - 1.5000
1.5000 - 2.0000
> 2.0000
Google Hybrid
Page 50
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Page 51
POI
10pc_dev_depth
Band 1
<= 0.2000
0.2000 - 0.5000
0.5000 - 1.0000
1.0000 - 1.7500
> 1.7500
Google Hybrid
Page 52
POI
10pc_dev_Vel
Band 1
<= 0.5000
0.5000 - 1.0000
1.0000 - 1.5000
1.5000 - 2.0000
> 2.0000
Google Hybrid
Page 53
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Page 54
POI
1pc_dev_depth
Band 1
<= 0.2000
0.2000 - 0.5000
0.5000 - 1.0000
1.0000 - 1.7500
> 1.7500
Google Hybrid
Page 55
POI
1pc_dev_Vel
Band 1
<= 0.5000
0.5000 - 1.0000
1.0000 - 1.5000
1.5000 - 2.0000
> 2.0000
Google Hybrid
Page 56
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Page 57
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Page 58
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Page 59
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Page 60
Appendix D Flood Hazard Overlay Code Assessment Project number 20220089 Page 22 of 23 File 20220089 Jirrima Cr SWMP.docx, 2023-05-09 Revision 0 P +61 7 5211 1003 A 75 Noosa Drive, Noosa Heads Qld 4567 E [email protected] recorconsulting.com
Page 61
Flood Hazard Overlay Code
Performance outcomes Acceptable outcomes Complies (Y/N) Comments
Floodplain protection, immunity and safety - for development areas
PO1 AO1
Development provides that for all flood events up to and The finished flood level is not less than the minimum design Future development of the site can be designed to
including the DFE : levels specified in Table 8.2.6.4 Y the DFE
1. the safety of people on the site is protected; and
2. the risk of damage to property on the site is avoided or
minimised as far as practicable.
PO2 AO2
All lots have sufficient area that is above the DFE flood level or
where modelling is not available, the highest recorded flood level, The minimum area above flood level (flood free area) for
to safely and adequately accommodate the intended use. each lot, is in accordance with Table 8.2.6.5. Y
PO3 AO3
For reconfiguring a lot or operational works, development is Development areas are not filled to reduce flood risk. No filling is required in the proposed lot to achieve
undertaken in a manner that ensures: Y development area
1. natural hydrological systems are protected from erosion, scour
or flood damage on the premises or other premises;
2. natural landforms and drainage lines are maintained to protect
the hydraulic performance of waterways and flood plain; and
3. development integrates with the natural landform rather than
modifying the landform to suit the development as far as
practicable.
PO4 AO4.1
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Development provides an effective evacuation route that
For reconfiguring a lot, development does not compromise the remains passable, with sufficient flood warning time, to The flood levels have been assessed in accordance
safety of people resulting from the flood risk associated with enable people to progressively evacuate to safe areas with the trafficability and immunity of the
events exceeding the DFE. above the PMF in the face of advancing flood or waters for evacuation route provided by Jirrima Cr. The
events that exceed the DFE. driveway has been designed to achieve this level
Y of access.
OR
AO4.2
Development provides for an area of sufficient size and
dimensions on site above the PMF that allows for safe
congregation and refuge. Y
AO4.3
Where the existing roads servicing a development provide a
specific flood immunity (as determined by the Qld
Transport Road and Drainage Design Manual, Queensland
Urban Drainage Manual and the Australian Rainfall and
Runoff Guide), all lots have access to the flood free area
identified in Table 8.2.6.5 that matches the road immunity.
Y
PO5 AO5
For reconfiguring a lot or operational works, development does
not directly, indirectly or cumulatively alter the flood In the Flood Hazard Overlay, or in areas otherwise
characteristics external to the development site for all flooding determined to be subject to the DFE or DSTE, development
and inundation events up to and including the DFE or DSTE based ensures:
on:
1. current climate conditions; and 1. there is no loss of on-site flood storage capacity; Y Flood storage is not affected
2. all changes to level, depth, duration and velocity of Some change to depth and velocities arise external
2. incorporating an appropriate allowance for the predicted floodwaters are contained within the site for all flood to the site, however the impacts are confined to
impacts of climate change. events up to and including the DFE based on current the riparian corridor and areas of biodiversity
climate and predicted impacts of climate change at 2100; insigificance therefore the changes do not
N negatively impact adjacent property owners.
3. there is no acceleration or retardation of flows, or any
retardation in flood warning times, elsewhere on the Flood warning times are not impacted by the
floodplain and to any overland flow paths; and Y development.
The proposal does not result in ponding to
4. there is no increased stormwater ponding on sites upstream or downstream properties as a result of
upstream, downstream or in the general vicinity of the site. Y the culvert crossing.
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Resilient building design and form
PO6 AO6.1
Buildings are designed to integrate well with the street level
and the levels of adjoining properties to facilitate
Development ensures that building design and building form:
pedestrian flows and visual and physical connectivity
between the footpath and ground floors. N/A The proposed lot is outside of the DFE.
1. accounts for potential flood risk; AO6.2
Buildings incorporate appropriate screening to ensure that
2. is resilient to flood events; and
any under-storey is not visible from the street, where such
screening does not impede flood water flows. N/A The proposed lot is outside of the DFE.
3. maintains a functional and attractive street address
appropriate to the intended use.
AO6.3
Residential buildings minimise risk from flooding by
providing parking and other low intensive, non-habitable
uses at ground level, rather than habitable uses. N/A The proposed lot is outside of the DFE.
AO6.4
Non-residential buildings and structures are oriented to the
street by activating the street frontage with appropriate
uses and urban design treatments such as recessed wall
treatments, screening or landscaping, whilst allowing for
flow through of flood waters on the ground floor. N/A The proposed lot is outside of the DFE.
Editor's Note— The use of flood resilient building
materials is also encouraged for building works up to
the probable maximum flood to reduce the
consequences of flooding.
AO6.5
Basements and underground car parking areas are designed
to drain and function safely during a flood event and power
failure. N/A The proposed lot is outside of the DFE.
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Editor's note—Basements should have flood immunity
above the 1%AEP defined flood event with alternative
means to mechanical pumping used to achieve such
immunity.
Disaster management
PO7 AO7.1
Development supports, and does not unduly burden, Development is located to support self-evacuation of The development is sufficiently above the DFE to
disaster management response or recovery capacity or people and ensure sufficient warning time for the nature of allow for a shelter-in-place strategy. The access
capabilities. the use. driveway has also been designed to achieve the
Y immunity and trafficability of Jirrima Cr.
AO7.2
Development does not:
1. increase the number of people calculated to be at risk
from flooding; N/A The proposed new lot is outside of the DFE
2. increase the number of people likely to need evacuation;
N/A The proposed new lot is outside of the DFE
3. shorten flood warning times for other uses in the Flood warning times are not impacted by the
floodplain; or Y development
The proposal is for a single new lot which is not
4. impact on the ability of traffic to use evacuation routes,
considered to impact ability of traffic to use
or unreasonably increase traffic volumes on evacuation
evacuation routes or result in unreasonable
routes.
Y increase to traffic volumes
AO7.3
Materials stored on site:
1. are readily able to be moved in a flood event to a flood The proposal does not result in materials stored on
free area; or N/A site
2. are contained in order to minimise movement in times of The proposal does not result in materials stored on
flood. N/A site
Editor's Note— Businesses should ensure that necessary
emergency and continuity plans are in place to account for
the potential need to evacuate personnel and to relocate
property prior to a flood event.
Essential network infrastructure
PO8 AO8
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Essential network infrastructure that is likely to fail to
function or may result in contamination when inundated by
Essential network infrastructure maintains effective function
flood water (e.g. water supply pipeline air valves and the
during and immediately after flood and storm tide inundation
like) is located above the DFE level (or where the DFE has
events.
not been modelled for the area, above the highest recorded The proposal does not result in new essential
flood level for the area). N/A network infrastructure
Essential community infrastructure
PO9 AO9.1
Essential community infrastructure is sited and constructed
Essential community infrastructure is able to function effectively to ensure that flood levels comply with flood immunity The proposal does not result in new essential
during and immediately after flood events. requirements specified in Table 8.2.6.4. N/A community infrastructure.
AO9.2
Essential community infrastructure which is located below The proposal does not result in new essential
the specified flood immunity requirements: N/A community infrastructure.
1. is designed and constructed to function effectively during
and immediately after the recommended flood level event;
and
2. has direct access to low hazard evacuation routes or an
emergency rescue area above the PMF, if it is for
emergency services (including emergency shelters, police
facilities, hospitals and associated facilities).
Earthworks
PO10 AO10
Future dwelling can be designed to comply,
Excavation and filling for operational works only occur where however no significant earthworks are expected to
Filling, other than accessways:
they: be required as the site has sufficient areas outside
Y of the DFE for a future dwelling
1. does not extend more than the equivalent of 3 metres
1. result in the protection, rehabilitation and repair of ecologically around the main building, measured from the outer walls of
important areas, watercourses, drainage lines and wetlands; the building;
2. do not adversely impact on the overall hydrology, hydraulics 2
2. is limited to a maximum of 500m ; and
and flood capacity of a waterway;
3. do not directly, indirectly or cumulatively cause adverse 3. does not impact on the local drainage of adjoining
impacts external to the site; properties.
4. do not cause increased flooding, which adversely affects the
safety or use of any land upstream or downstream;
5. do not cause ponding of water on the site or nearby land;
Page 66
6. do not result in a reduction in flood storage capacity;
7. do not adversely affect the flow of water in any overland flow
path; and
8. do not adversely affect the privacy or visual amenity of
surrounding property.
Editor’s Note— The Earthworks Code sets out further
requirements for earthworks.
Hazardous materials
PO11 AO11.1
Development ensures that public safety and the environment are Materials manufactured or stored on site are not hazardous
not adversely affected by avoiding the release of hazardous or noxious, or do not comprise materials that may cause a The development proposes a residential function,
materials into flood waters and the environment. detrimental effect on the environment if discharged in a no storage of hazardous or noxious materials is
flood event. Y proposed.
OR
AO11.2
If a DFE is adopted, structures used for the manufacture or
storage of hazardous material are located above the DFE
level.
Editor’s Note— Refer to the Work Health and Safety Act
2011 and associated Regulation and Guidelines, the
Environmental Protection Act 1994 and the relevant
building assessment provisions under the Building Act 1975
for requirements relating to the manufacture and storage of
hazardous substances. Information is provided by Business
Queensland on the requirements for storing and
transporting hazardous chemical.
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Document prepared by RECOR Pty Ltd ABN 89 647 469 707 75 Noosa Drive Noosa Heads, QLD 4567 Australia T +61 7 5211 1003 E [email protected] W recorconsulting.com Project number 20220089 Page 23 of 23 File 20220089 Jirrima Cr SWMP.docx, 2023-05-09 Revision 0 P +61 7 5211 1003 A 75 Noosa Drive, Noosa Heads Qld 4567 E [email protected] recorconsulting.com