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12. APP G. Stormwater Management Plan
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Section 2
Hyder 139 EUMUNDI NOOSA ROAD & 30 LIONEL DONOVAN DRIVE, NOOSAVILLE STORMWATER MANAGEMENT PLAN
Section 3
Section 4
Hyder Consulting Pty Ltd ABN 76 104 485 289 Level 7, 199 Grey Street South Brisbane QLD 4101 H d Australia Y e r Tel: +61 7 3337 0000 Fax: +61 7 3337 0050 www.hyderconsulting.com EMPIRICA DEVELOPMENTS PTY LTD 139 EUMUNDI NOOSA ROAD & 30 LIONEL DONOVAN DRIVE, NOOSAVILLE SERVICE STATION AND RETAIL SITE Stormwater Management Plan Date Rev | Description Author Reviewed Approved 1/12/20104 01 | Draft Submission Kate Francis Graham Coles | Graham Coles RPEQ: 8050 i Graham Coles 3/12/2014 02 | Submission Kate Francis Graham Coles RPEQ: 8050 Kate Francis Graham,Coles | Graham Coles RPEQs 3050 16/12/2014 03 | Submission p ' Tek Fonts | | YY / Report No F0002-AA007595-AAR-03 Date 16 December, 2014 This report has been prepared for Empirica Developments Pty Ltd in accordance with the terms and conditions of appointment for 139Eumundi Noosa Road, Noosaville, dated October 2014. Hyder Consulting Pty Ltd (ABN 76 104 485 289) cannot accept any responsibility for any use of or reliance on the contents of this report by any third party. 139 Eumundi Noosa Road & 30 Lionel Donovan Drive, Noosaville Service Station and Retail Site—Stormwater Management Plans Hyder Consulting Pty Ltd-ABN 76 104 485 289 f:\aa007595\f-reports\f0002-aar-aa007595 sbswmp report\f0002-aa007595-aar-03.-smp.docx
Section 5
Section 6
CONTENTS
EXECUTIVE SUMMARY........................................................................................................... 1
SITE CHARACTERISTICS........................................................................................................ 2
Site Description............................................................................................................................ 2
Existing Topography and Stormwater Infrastructure ...................................................................... 3
Drainage EasementS ................................................................................................................... 3
PROPOSED DEVELOPMENT .................................................................................................. 4
Proposed Internal Drainage Pattern .............................................................................................. 4
External CatchmentS ................................................................................................................... 4
Flood Assessment........................................................................................................................ 4
INTERNAL CATCHMENT ASSESSMENT................................................................................. 5
Temporal Patterns........................................................................................................................ 5
LEGAl Point of Discharge ............................................................................................................. 5
CATCHMENTS ............................................................................................................................ 5
Catchment 1 DISCHARGE ........................................................................................................... 5
Catchment 2 DISCHARGE ........................................................................................................... 6
CATCHMENT 3 DISCHARGE ...................................................................................................... 6
STORMWATER QUANTITY, DETENTION & HYDRAULICS ..................................................... 8
Objectives.................................................................................................................................... 8
STORMWATER QUALITY ...................................................................................................... 10
Existing Water Quality ................................................................................................................ 10
Water Quality Environmental Values and Water Quality Objectives (WQO) .................................. 10
Proposed Stormwater Improvement Devices............................................................................... 10
BIO RETENTION Basins ............................................................................................................ 11
Modelling of the Development Site (MUSIC) ............................................................................... 12
CONCLUSION ........................................................................................................................ 16
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Section 7
APPENDICES
APPENDIX A ARCHITECTURAL AND SURVEY PLANS
APPENDIX B ENGINEERING DRAWINGS
APPENDIX C FLOOD MAPS
APPENDIX D SITE SPECIFIC IFD CHARTS
APPENDIX E RATIONAL METHOD CALCULATIONS
APPENDIX F XP RAFTS HYDROGRAPHS
APPENDIX G MUSIC MODELLING LAYOUT AND RESULTS
APPENDIX H NOOSA COUNCIL STORMWATER CODE COMPLIANCE
APPENDIX I EROSION AND SEDIMENT CONTROL CHECKLIST
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Section 8
EXECUTIVE SUMMARY
Hyder Consulting has been engaged by Empirica Developments Pty Ltd to prepare a Site
Based Stormwater Management Plan (SBSMP) for the proposed service station and industrial
retail development located at 139 Eumundi Noosa Road and 30 Lionel Donovan Drive,
Noosaville. This development will comprise the construction of a service station dining/
entertainment retailer, and industrial retailers on site. This Stormwater Management Plan has
been prepared in accordance with the Water Sensitive Urban Design requirements of Council,
the Queensland State Planning Policy, the Queensland Development Code, and the
Environmental Protection (Water) Policy (1997).
The three primary objectives of this SBSMP are to ensure that:
1. Suitable measures are incorporated in the development to ensure that there are no adverse
impacts to downstream receiving waterways, property or infrastructure resulting from any
increase to peak discharging stormwater flow rates.
2. Investigate any potential flood issues affecting the site and set appropriate finished levels
for the proposed development to ensure adequate flood immunity is achieved.
3. Details of a proposed stormwater quality treatment train are provided to ensure the
discharge of stormwater from the site is of adequate quality standards to comply with the
Water Sensitive Urban Design (WSUD) requirements of Noosa Council, the State Planning
Policy and the South-East Queensland Healthy Waterways Partnership.
The aim of this report is to address all the relevant issues by providing stormwater quantity and
stormwater quality information to support the development application.
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Section 9
SITE CHARACTERISTICS
SITE DESCRIPTION
The proposed development site is located in Noosaville within the Local Government Area of
Noosa Council on the Sunshine Coast. The site is bordered by a roundabout and Walter Hay
Drive to the north, a vacant lot to the east, Lionel Donovan Drive and a car dealership to the
south and Eumundi Noosa Road to the west. Figure 2.1 below provides a site locality plan:
139 Eumundi Noosa Road Site
31SP170751
4SP159610
30 Lionel Donovan Drive Site
Figure 2.1 Site Locality Plan (Source: Nearmap 2014)
The site falls within the jurisdiction of the Noosa Council, and under the Noosaville Zone Map
ZM8 is zoned as “Industry” use.
PROPERTY DESCRIPTION
The development is proposed to be undertaken within the following parcel of land designated
as:
• Lot 4 on SP159610 (139 Eumundi Noosa Road, Noosaville)
• Lot 31 on SP170751 (30 Lionel Donovan Drive, Noosaville)
TOTAL AREA OF LAND
• The total area of Lot 4 on SP159610 is 0.42 Ha
• The total area of Lot 31 on SP170751 is 0.36 Ha
• The total proposed area for development is 0.78 Ha
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Section 10
EXISTING TOPOGRAPHY AND STORMWATER
INFRASTRUCTURE
Skyline Surveyor’s survey indicates that the site has a moderate grade (approximately 3%),
ranging from approximately RL10.57 in the site’s southwest corner to RL7.54 in the site’s north-
east corner. The site generally grades in a north eastern direction.
There is a ridgeline located along the boundary of the two lots proposed for development. This
has occurred because the site on Lot 4SP159610 has been excavated below natural surface in
the southern area of the site, and as a result there are extensive retaining walls around
southern boundary. The construction of Walter Hay Drive on the site’s northern boundary has
caused a trapped sag to occur which has led to the installation of piped drainage discharge to
the site’s east.
DRAINAGE EASEMENTS
There are two existing drainage easements on the site. One runs along the northern section of
Lot 31SP170751 and another in the south – western corner of the same lot. In the developed
state, these easements will be dissolved.
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Section 11
PROPOSED DEVELOPMENT
This development application seeks approval for the following uses:
- Retail Business Type 5 – Vehicle Uses (service station);
- Retail Business Type 2 – Shop & Salon (shop within service station);
- Industrial Business Type 2 – Production, Alteration, Repackaging & Repairing;
- Industrial Business Type 1 – Warehouse;
- Retail Business Type 6 – Hardware Store; and
- Entertainment and Dining Business Type 1 – Food & Beverages (restaurant/café).
Landscaping and 59 car parks will also be provided as part of this development. Dual access is
proposed to the overall site through a left in, left out access from Eumundi Noosa Road, and
access from Lionel Donovan Drive.
Refer to Appendix A for proposed plans.
PROPOSED INTERNAL DRAINAGE PATTERN
As much as practicably possible the proposed development will maintain and/or improve the
functionality of the existing drainage pattern. Cut and fill earthworks are proposed across the
site to generally bring the levels of Lot 31 into line with Lot 4. However, these works are not of a
significant volume nor do they alter the stormwater runoff regime.
EXTERNAL CATCHMENTS
The site is not subject to any external catchments.
FLOOD ASSESSMENT
Noosa Council provides River and Storm Tide Flood Maps to assess whether the site will be
affected by flooding. The proposed development site is not within the flood line for either River
or Storm flooding. The flood maps can be found in Appendix C.
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Section 12
INTERNAL CATCHMENT ASSESSMENT
TEMPORAL PATTERNS
Rainfall data and information from the Australian Bureau of Meteorology was utilised to
generate the design storm event hydrographs for the stormwater run-off. Intensity-Frequency-
Distribution (IFD) charts and tables for the specific subject site are presented in Appendix D.
LEGAL POINT OF DISCHARGE
The subject site currently contains three internal catchments which discharge flows into three
separate locations.
- At the southern border of the site, there is a 600mmx600mm field inlet pit, which collects
flows and discharges to a 300mm diameter stormwater pipe within the Lionel Donovan
Drive road reserve.
- There are two field inlets located within the kerb and channel along Eumundi Noosa
Road, which collect flows from Lot 4SP159610. These pits discharge into a 675mm
diameter pipe within the Eumundi Noosa Road road reserve. These pipes flow to the
north toward Lake Doonella and the Noosa River.
- There is also a 225mm diameter pipe within the existing drainage easement of Lot
31SP170751. This then increases to a 300mm diameter stormwater pipe in the adjacent
lot to the east. At the junction of these pipes is a 600mmx900mm field inlet, which collects
overland flow from Lot 31SP10751.
The internal catchments are illustrated in the engineering drawings in Appendix B.
CATCHMENTS
The site has three internal catchments. Details of these catchments are provided in Hyder
Drawings SK01300-AA007595-01.
CATCHMENT 1 DISCHARGE
Catchment 1 is a small internal catchment at the south of Lot 4 on SP159610. In its existing
state, the catchment area is used for commercial and automative purposes.
Table 4.1, below, lists the catchment characteristics for the site.
Table 4.1 – Peak discharge flow rates comparison
PARAMETERS EXISTING DEVELOPED
Approx. Developed Area 0.10 0.09
Fraction Impervious 0.85 0.85
Coefficient of Runoff (C10) 0.87 0.87
Coefficient of Runoff (C50) 1 1
Time of Concentration 5 minutes 5 minutes
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Section 13
A comparison of the parameters listed in Table 4.1 demonstrates that the proposed
development will not increase the rate of stormwater runoff discharged from the site as the
proposed development does not change the existing impervious area and stormwater runoff
volumes. Therefore, no onsite detention is required to mitigate peak discharge flow rates.
Stormwater runoff from the proposed development site can be discharged directly to the lawful
point of discharge, which for Catchment 1 is Lionel Donovan Drive.
CATCHMENT 2 DISCHARGE
Catchment 2 is an internal catchment on Lot 4 on SP159610. In its existing state, the catchment
area is used for retail and automative purposes.
Table 4.2, below, lists the catchment characteristics for the site.
Table 4.2 – Peak discharge flow rates comparision
PARAMETERS EXISTING DEVELOPED
Approx. Developed Area 0.26 0.24
Fraction Impervious 1 0.9
Coefficient of Runoff (C10) 0.9 0.88
Coefficient of Runoff (C50) 1.0 1.0
Time of Concentration 5 minutes 5 minutes
A comparison of the parameters listed in Table 4.2, above, demonstrates that the proposed
development will not increase the rate of stormwater runoff discharged from the site as the
proposed development does not change the existing impervious area and stormwater runoff
volumes. Therefore, no onsite detention is required to mitigate peak discharge flow rates.
Stormwater runoff from the proposed development site can be discharged directly to the lawful
point of discharge, which for Catchment 2 is Eumundi Noosa Road.
CATCHMENT 3 DISCHARGE
Catchment 3 is an internal catchment that covers all of Lot 31SP170751. In its existing state, the
site is undeveloped.
CATCHMENT PARAMETERS
A summary of the catchment parameters is presented in Table 4.3.
Table 4.3: Summary of Catchment Areas
PARAMETERS EXISTING DEVELOPED
Approx. Developed Area 0.42 0.45
Fraction Impervious 0.1 0.90
Coefficient of Runoff (C10) 0.72 0.89
Coefficient of Runoff (C50) 0.83 1.00
Time of Concentration 17.7 minutes 5 minutes
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Section 14
Detailed catchment plans and assessments are also provided in Appendix B.
RATIONAL METHOD CALCULATIONS
In the existing case analysis the time of concentration for the above catchment 3 areas have
been derived with the use of the Friends Sheet Flow Equation in accordance with the
Queensland Urban Drainage Manual (QUDM Equation 4.5) and Argue’s Flow travel time in
pipes and channels (QUDM Section 4.6.7). These equations require parameters including the
total length of the flow path, slope and surface roughness/channel type.
In the developed case analysis a combined application of standard inlet time for industrial areas
has been employed to determine the time of concentration (QUDM Sections 4.6.5 and 4.6.7).
The Coefficient of Runoff was determined using QUDM Tables 4.05.3a & 4.05.3b.
The rational method, as prescribed by QUDM Section 4.03 was then used to determine
discharging flow rates for standard average return intervals (ARI’s) of 1, 2, 5, 10, 20, 50 and 100
years. Detailed Rational Method calculation results are attached in Appendix E.
XP-RAFTS
XP-RAFTS is a computer based program which generates detailed event hydrographs for
specified storm events. XP-RAFTS was used to determine the critical storm duration for a range
of standard recurrence interval storm events for all catchments. Detailed catchment parameters
are used by XP-RAFTS including manning’s values, vectored slope of the site and percentage
impervious.
The results of the Rational Method calculations were employed as a basis for calibration and
verification of the development of hydrologic models for each of the included catchment areas.
Presented below is a summary of the peak discharge flow rates for all ARI’s calculated using
XP-RAFTS.
Table 4.3\4: Peak Discharge Flow Rates – XP-RAFTS
Storm Event Existing Developed Difference (%)
1 in 1 0.039 0.161
+313%
1 in 2 0.054 0.206 +281%
1 in 5 0.076 0.239 +214%
1 in 10 0.094 0.269 +186%
1 in 20 0.117 0.311 +166%
1 in 50 0.135 0.342 +153%
1 in 100 0.155 0.408
+163%
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Section 15
STORMWATER QUANTITY, DETENTION &
HYDRAULICS
OBJECTIVES
The stormwater discharge from the proposed development shall maintain the pre-developed
flow rates for all storm events, from the 1 in 1 year (frequent flow) to 1 in 100 year (major storm
events).
The stormwater management strategy will also need to comply with the Noosa Council
Stormwater Management Code.
METHODOLOGY
A hydrologic model was created using XP-RAFTS. The model was calibrated and verified via a
comparison to the results of the Rational Method calculations (described in Section 4.5). The
critical storm event for each standard ARI was determined via an investigation of storm
durations ranging from 10mins to 720mins. The model was then used to route post-
development runoff through detention basin structures to determine adequate detention basin
size to comply with the objectives. The model was iteratively optimised to achieve the most
efficient design dimensions.
The required detention volume is proposed to be included as additional volume above the
extended detention depth within the proposed bio-retention basin. The runoff routing model has
therefore considered suitable dimensions to allow for the installation of filter material in the base
of the basin. The weir width and outlet pipe size have also been individually designed according
to the required discharge flow rates and receiving system.
5.1.1 MODEL CONDITIONS
Three hydrologic conditions were modelled as shown below.
Case 1 - Existing Scenario
Case 2 - Developed Scenario
Case 3 - Mitigated (Developed with Detention Scenario)
5.1.2 DETENTION BASIN DESIGN
Table 5.1 presents the design details of the proposed detention basin which is required to
achieve the waterway stability management objectives. The basin design has been iteratively
optimised to ensure peak performance.
It has been determined that due to the increase in impervious area, that the site requires
stormwater quantity controls to mitigate flows. A detention basin has therefore been proposed to
mitigate this consequent increase in peak discharge resulting from the development.
The proposed lot layout incorporates the proposed basin area listed in Table 5.1.
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Section 16
Table 5.1: Stormwater Detention Basin Summary
Parameter
Base Area 144m2
Depth 1.8m (including 0.3m freeboard)
Storage Volume 280m3
Outlet Arrangement Ø100mm orifice
Weir Width 0.4m
Weir Height 1.2m
The detention basin parameters listed in Table 5.1 were calculated using XPRafts. An iterative
method was used to adjust the parameters until the catchment flows were reduced to the
predevelopment flows. Hydrographs relating to the detention basins, including basin storage
volume, have been included in Appendix F.
5.1.3 MODEL RESULTS
The discharge rate at each discharge point is tabulated below for the existing, developed and
mitigated scenarios. This table shows that the proposed detention basin is successful in
mitigating the developed discharge back to existing rate for all of the ARI storm events.
Table 5.2: Stormwater Discharge Rates
Existing Developed Mitigated Impact
ARI Scenario Scenario Scenario (%)
Q1 (m3/s) 0.039 0.161 0.031 -21%
Q2 (m3/s) 0.054 0.206 0.033 -39%
Q5 (m3/s) 0.076 0.239 0.037 -51%
Q10 (m3/s) 0.094 0.269 0.046 -51%
Q20 (m3/s) 0.117 0.311 0.071 -39%
Q50 (m3/s) 0.135 0.342 0.105 -22%
Q100 (m3/s) 0.155 0.408 0.154 -1%
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Section 17
STORMWATER QUALITY
EXISTING WATER QUALITY
No stormwater quality control measures have been incorporated into the existing site drainage
infrastructure.
WATER QUALITY ENVIRONMENTAL VALUES
AND WATER QUALITY OBJECTIVES (WQO)
The subject site is located within the region of South East Queensland and as such the
Department of Environment and Heritage Protection has specified Environmental Values and
Water Quality Objectives for the management of stormwater quality in this region under
Schedule 1 of the Environmental Protection (Water) Policy 2009. This document stipulates that
stormwater design objectives for industrial developments are to be as per the ‘Urban
Stormwater Quality Planning Guidelines 2010.’ This document provides specified design
objectives for both the construction and operational phases of the development in accordance
with landscape features and the regional location of the proposed development.
As per the ‘Urban Stormwater Quality Planning Guidelines 2010’, the identified Water Quality
Objectives for South East Queensland are defined as:
Table 6.1: Design Objectives for Management of Stormwater Quality in South East Queensland
– Operational (Post-Construction) Phase of Development
Pollutant Minimum reductions in mean annual loads from
unmitigated development (%)
Total Suspended Solids (TSS) 80
Total Phosphorus (TP) 60
Total Nitrogen (TN) 45
Gross Pollutants > 5mm 90
PROPOSED STORMWATER IMPROVEMENT
DEVICES
Water Sensitive Urban Design (WSUD) aims to minimise the impact of a development on the
natural water cycle by reducing the export of pollutants, sediments and nutrients from the site
into the natural watercourse. In order to treat the stormwater runoff from the site, various
treatment devices can be used throughout the development area and these concepts can be
integrated into the overall design of the road layouts, road cross sections, stormwater layouts
and water supply reticulation systems. Stormwater from the development will follow a specially
designed stormwater quality treatment train prior to discharge from the site, which will ensure
compliance with the water quality objectives.
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Section 18
BIO RETENTION BASINS
A bio-retention area is a vegetated region where runoff is filtered through a filter media layer
(e.g. sandy loam) as it percolates downwards to receiving underlying reticulation. Specific
vegetation is to be incorporated into the landscaping of bio-retention areas which effectively
reduce nutrient loads. Table 20 in the Water By Design Bioretention Technical Design
Guidelines provides guidance on selecting appropriate plant species for systems where the
plants have a functional role in stormwater treatment, such as the aforementioned bio-retention
basins. The landscape architect is to select plant species from this table for the vegetation of the
basin. The following plant species are suggested:
• Carex appressa;
• Gahnia sieberiana;
• Lomandra hystrix;
• Pennisetum alopecuroides;
• Callistemon sieberi; and / or
• Leptospermum liversidgei.
Bio-retention areas are to be incorporated within each of the three catchments in the proposed
development with both a sediment forebay and planted bio-retention filter area. The sediment
forebay is to mitigate the accumulation of coarse sediment near the basin inflow, which will
smother vegetation and reduce infiltration. The bio-retention basin is to be incorporated into the
base of the stormwater detention structure; the lower 300mm of the basin has been excluded
from the stormwater detention analysis of the basin and is to be dedicated to extended
detention, ensuring that sufficient volume from frequent storm events will pond in the basin and
percolate through the filter media receiving treatment.
A typical example of a bio-retention area in operation with suitable vegetation is presented in
Figure 6.1 below. A typical section is also presented in Figure 6.2.
Figure 6.1: Newly Constructed Bio-Retention Area (Salacia Waters, Paradise Point)
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Section 19
Figure 6.2: Bio-Retention Basin Typical Cross-Section (courtesy of Healthy Waterways)
MODELLING OF THE DEVELOPMENT SITE
(MUSIC)
Modelling of the site was undertaken using the ‘Model for Urban Stormwater Improvement
Conceptualisation (MUSIC)’ as promoted by the Noosa Council and the South East Queensland
Healthy Waterways Partnership. The development was modelled using the split catchment
approach. An appropriate type of land use was applied to all surface types within the developed
catchments; with individual treatment devices assigned the relevant modelling treatment
parameters. Consequently, a treatment train was established for each catchment, ensuring that
all water discharging from site adheres to the specified Water Quality Objectives.
Meteorological data for input into MUSIC was obtained for the greater Caloundra catchment
from the Bureau of Meteorology. Six minute time step rainfall data was obtained for the climate
period from 1/1/1980 to 31/12/1989. The catchment parameters of the MUSIC modelling are
specified within the South East Queensland Healthy Waterways Partnerships’ Water by Design
MUSIC Modelling Guidelines for South East Queensland Version 1 (2010), and have been
modelled as such.
POLLUTANT SOURCE NODE DETAILS
Tables 6.2 and 6.3 show the pollutant source node parameters input into the MUSIC model.
These parameters have been utilised in accordance with the South East Queensland Healthy
Waterways Partnerships’ Water by Design MUSIC Modelling Guidelines for South East
Queensland Version 1 (2010).
Table 6.2: Rainfall – Runoff Parameters
Storage Capacity (mm/day) 18
Initial Storage (%) 10
Field Capacity (mm) 80
Initial Depth (mm) 50
Daily Recharge Rate (%) 0
Daily Baseflow Rate (%) 31
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Section 20
Table 6.3: Rainfall – Runoff Parameters
Flow Type Industrial TSS log10 values TP log10 values TN log10 values
Urban Surface
Mean Std. Mean Std. Mean Std.
Type
dev dev. dev.
Baseflow Roof N/A N/A N/A N/A N/A N/A
Roads 0.78 0.45 -1.11 0.48 0.14 0.20
Ground level 0.78 0.45 -1.11 0.48 0.14 0.20
Stormflow Roof 1.30 0.44 -0.89 0.36 0.25 0.32
Roads 2.43 0.44 -0.30 0.36 0.25 0.32
Ground level 1.92 0.44 -0.59 0.36 0.25 0.32
MUSIC MODEL LAYOUT
A MUSIC model has been created with three conceptual Legal Point of Discharge (LPOD)
nodes in order to demonstrate that the site meets the pollutant removal targets as specified by
Council and the State Planning Policy. Separate land use types have been modelled to
represent; roof water runoff, runoff from hardstand impervious areas and runoff from grassed or
otherwise pervious areas within each catchment. Appropriate percentage impervious factors
have been applied to all nodes based on the proposed design detailed within the Engineering
Drawings presented in Appendix B.
Three separate bio-retention areas form the basis of the treatment train and is represented in
the model with appropriate areas and volumes. A diagrammatic view of the MUSIC model
layouts is presented in Figure 6.3.
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Section 21
Figure 6.3: MUSIC Model Layout for Convenience Centre Development
The bio-retention areas for each catchment are listed below:
- Catchment 1: 32 m2 of filter media area
- Catchment 2: 22m2 of filter media area
- Catchment 3: 72m2 of filter media area
FUEL AREAS
The proposed development will need to comply with the Australian Standard 1940 – The
Storage and Handing of Flammable and Combustible Liquids. A blind sump, capable of
containing as a minimum the quantity of at least the largest compartment of the delivery tanker,
Stormwater Management Plans
Page 14 Hyder Consulting Pty Ltd-ABN 76 104 485 289
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Section 22
is required to be installed to collect vehicle dispensing spillage, blown in rain and tanker delivery
spillages.
It is recommended to engage a suitably qualified hydraulic consultant to design the Fuel
Dispensing Area (FDA), Uncovered Forecourt Area (UFA) and the tanker unloading area
hydraulic management systems.
CONSTRUCTION PHASE WATER QUALITY
An Erosion Hazard Assessment has been carried out for the proposed development – refer to
Appendix I for a copy of the completed Noosa Council form. As a result of this assessment, it
was determined that the site is a ‘low’ risk. During the construction phase of the development,
an Erosion and Sediment Control Program (ESCP) will need to be implemented to minimise
water quality impacts. A detailed Erosion and Sediment Control Program will be employed
throughout the site.
Details of the ESCP measures shall be provided on the operational engineering drawings for
the site earthworks and civil engineering works. The contractor shall be responsible for the
provision of the construction phase water quality objectives which shall be enforced by the
preparation and implemention of an Erosion and Sediment Control Program.
The ESCP shall be provided to all people involved with the construction, including sub-
contractors, private certifiers and regulators. These guidelines will be formed in accordance with
the Healthy Waterways Fact Sheet ‘Erosion and Sediment Control Management Plans’ and the
‘Best Practice Erosion and Sediment Control Guidelines.’
139 Eumundi Noosa Road & 30 Lionel Donovan Drive, Noosaville Service Station and Retail Site—Stormwater
Management Plans
Hyder Consulting Pty Ltd-ABN 76 104 485 289 15
f:\aa007595\f-reports\f0002-aar-aa007595 sbswmp report\f0002-aa007595-aar-03.-smp.docx
Section 23
CONCLUSION
The Site Based Stormwater Management Plan has been prepared to provide a design proposal
and guide to the stormwater quantity and quality management techniques for the proposed
convenience centre site.
The three primary objectives of this SBSMP have been to ensure that:
1. Suitable measures are incorporated in the development to ensure that there are no
adverse impacts to downstream receiving waterways, property or infrastructure
resulting from any increase to peak discharging stormwater flow rates;
This has been achieved by demonstrating that the proposed development does not
increase runoff flows from Lot 4 on SP159610. Development on Lot 31 SP170751 involves
the construction of a detention basin which will detain peak flow discharges to the existing
level.
2. Investigate flood issues affecting the site and set appropriate finished levels for the
proposed development to ensure adequate flood immunity is achieved.
This has been achieved by reviewing Council’s flood records. It was established that the
site is not affected by flooding.
3. Details of a proposed stormwater quality treatment train are provided to ensure the
discharge of stormwater from the site is of adequate quality standards to comply
with the requirements of Noosa Council and the South-East Queensland Healthy
Waterways Partnership.
This has been achieved by the provision of a proposed stormwater treatment train which
has been specifically designed and verified to achieve the necessary objectives under the
Water by Design ‘MUSIC Modelling Guidelines’ approach. The treatment train includes a
bio-retention area prior to the three legal points of discharge on site.
An assessment of the development against Noosa Council’s Stormwater Code has been
provided in Appendix H.
Additionally, an Erosion Hazard Assessment has been carried out which has identified that
the site is ‘low’ risk under the Noosa Council assessment guidelines. It is proposed that
appropriate Erosion and Sediment control devises and a detailed Erosion & Sediment
Control Plan are implemented throughout the site during construction.
This report has demonstrated that the design of the proposed development has taken all
necessary steps to adopt Water Sensitive Urban Design principals in full compliance of the
Queensland State Planning Policy (2013), the Environmental Protection (Water) Policy
1997, and The Australian Guidelines for Urban Stormwater Management (ANZECC 2000).
Stormwater Management Plans
Page 16 Hyder Consulting Pty Ltd-ABN 76 104 485 289
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Section 24
APPENDIX A Architectural And Survey Plans 139 Eumundi Noosa Road Service Station Site—Stormwater Management Plans Hyder Consulting Pty Ltd-ABN 76 104 485 289 f:\aa007595\f-reports\f0002-aar-aa007595 sbswmp report\f0002-aa007595-aar-01-smp.docx
Section 25
N COPYRIGHT
SD-03-01
DEVELOPMENT SUMMARY W
A L
POWE Architects Pty Ltd. All rights reserved. This work is
covered by Copyright and cannot by reproduced or copied in
any form or by any means (graphic, electronic or mechanical
T E including photocopying) without the written permission of
GROSS FLOOR AREA
USE AREA R POWE Architects Pty Ltd. Any license, express or implied, to
H use this document for any purpose whatsoever is restricted to
Use GFA USE AREA A Y the terms of the written agreement between POWE Architects
FH Pty Ltd and the instructing party.
D R
I V DISCLAIMER
Food/Beverage 137 127 E The builder shall check and verify all dimensions and verify all
errors and omissions to POWE Architects. Do not scale the
drawings. Drawings shall not be used for construction purposes
8.73
10.59
until issued by POWE Architects marked "For Construction."
Retail Type 6 or Industrial Type 1 or 2 1 663 1 599 BIO-RETENTION AND STORMWATER DETENTION BASIN 8.37
POWE Architects accepts no responsibility for the accuracy,
compatibility and completeness of the data transfered
REFER CIVIL ENGINEERING DESIGN FOR DETAILS electronically. The recipient should, where necessary,
5 request a hardcopy for verification.
.82 11
4.05
20 ° 0' 12 .555 AMENDMENTS
Service Station and Shop 223 209 69 9.45 9.83 8°
11
'
R DATE DESCRIPTION BY
0.25
A 11/12/2014 DEVELOPMENT APPLICATION MJ
Tyre & Mechanical or Retail Type 6 or 9.44
594 582
Industrial Type 1 or 2
3 CAR PARK SPACES
17
2 617 m2 2 517 m2 90
1 2 7 .1 0 5
°1 4
.0 ' LE
1 0 3°4 YC '
6 O RC S
OT ACE
2 M SP
SITE AREA Retail Type 6 or Industrial Type 1 or 2
18.00
Gross Floor Area: 557 m²
Lot Plan Area ES 9
120 .060
PAC 10.00 °34
S '45.
RK 0 ''
PA
Lot 31 SP170751 3 574 2C
AR
LOADING
ZONE
Lot 4 SP159610 4 165
LIS AY
7 739 m2
D
7.46
MO EW
HE
DE RIV
188°56'
91.035
9.39
BE G D
4 CAR PARK SPACES
TO ISTIN
CAR PARK SCHEDULE
EX
Stage Quantity
Car 56
Disabled Car 3
BIO-RETENTION
Retail Type 6 or Industrial Type 1 or 2
54.35
18.00
CES
CES
Gross Floor Area: 549 m²
Motorcycle 5
SPA
BASIN
PA
KS
10.00
CLE
PP
64
AR
CY
5.40 8.00 5.40
RP
OR
CA
3
OT
9 CAR PARK SPACES
LOADING
12
2.4
D
3M
SD-03-02
5
ZONE
W
9.25
A
SD-03-01
5.4
CES
0
O
1
SPA
R
SD-03-02
RK
6.2
0
PA
30.00
S A
AR
PYLON SIGN
3C
5.4
0
3 CAR PARK SPACES
O
E
8
O
7.7 BIO-RETENTION SD-03-01
9.40
BASIN
N
Retail Type 6 or Industrial Type 1 or 2
I
18.00
9.35
Gross Floor Area: 557 m²
D
N
N
10.00
U
189°23'21.0''
M
73.957
U
LOADING
ZONE
E
9.75
''
34° 7.261
5.0
0.25
51'
9
5.40
103.874
11°11'
LIS AY
D
MO EW
HE
5.1
13.25
13.10
4 10 CAR PARK SPACES
DE RIV
BE G D
6.20
TO ISTIN
PUMP 1
PUMP 2
PUMP 3
PUMP 4
PUMP 5
PUMP 6
PUMP 7
PUMP 8
7.70
9.93
EX
FOR
FORINFORMATION
INFORMATION
FILLING
POINT
FH NOT
NOTFOR
FORCONSTRUCTION
0.15
10.00 10.00 CONSTRUCTION
R
3.00
8.0
10.45
0
POWE ARCHITECTS
AR C H I T E C T U R E MAS T E R P LAN N I N G D E S I G N
10.00
7.33
10.45
Tyre & Mechanical or Retail Type 6 or Industrial Type 1 or 2
Storage Yard
Area: 52 m²
Gross Floor Area: 594 m²
17.39
17.09
11 CAR PARK SPACES +61 (7) 3257 0202 P 42 BERWICK STREET
[email protected] E FORTITUDE VALLEY
2.60
www.powearchitects.com W QLD 4006
10.75
ZONE PROJECT
LOADING
Noosaville
6.4 FOR
5 5
9.8
0.15
2.00
ICE GAS
29.150 37.198
BIN BIN 278°57'10.0'' 8.20 278°57'10.0''
FH
Outdoor Dining
Service Station and Shop 3 0'' AT
Area: 47 m²
5.70
Gross Floor Area: 223 m² .14 10.
Food/Beverage
1 4 5 7' 139 Eumundi Road and 30 Lionel
1.50
Gross Floor Area: 137 m²
10.75 BIN BIN BIN 10.08 3°
23 10.05
10.75
1.8m FENCE TO BINS BIO-RETENTION Donovan Drive Noosaville QLD
BASIN RP
0
PP 6 .7
Lot 4 SP159610, Lot 31
11.68 64.633
278°57'10.0'' I V E SP170751
0.95
D R
10.66
TRANSFORMER
S FH
A N
County of March
SD-03-01 V
Hyundai Hyundai N O Parish of Tewantin
Vehicle Sales Premise Vehicle Sales Premise D O DRAWING DESCRIPTION
E Section 26
L
O N
L I Site Layout
DRAWING DETAILS
DRAWN CHECKED APPROVED
MJ MS MJ
SCALE SHEET PRINT DATE
1:250 A1 11/12/2014
FILE # DRAWING # REVISION
235-04 DA-01-01 A
P:\Active Projects\235 Empirica\235-04 Noosaville\3.0 BIM\235-04 Noosaville.pln
1:250
2.5 0 2.5m 5.0 7.5 10.0 12.5 15.0 17.5
Section 27
Skyline Surveyors
Suite 8, Dwyer House PHONE
07 5493 4877
256 Nicklin Way FAX
WARANA QLD 4575 07 5493 4899
Section 28
Skyline Surveyors
Suite 8, Dwyer House PHONE
07 5493 4877
256 Nicklin Way FAX
WARANA QLD 4575 07 5493 4899
Section 29
APPENDIX B
Engineering Drawings
Stormwater Management Plans
Hyder Consulting Pty Ltd-ABN 76 104 485 289
f:\aa007595\f-reports\f0002-aar-aa007595 sbswmp report\f0002-aa007595-aar-01-smp.docx
Section 30
LEGEND
W
AL
TE
R
HA
Y
DR
IV
E
CATCHMENT 3
AD
RO
SA
OO
IN
ND
MU
EU
CATCHMENT 2
CATCHMENT 1
FH
LIONEL
FH
DONOV
AN DRIVE
HYDER CONSULTING Pty Ltd
ABN 76 104 485 289
Level 7, 199 Grey Street
Locked Bag 2017
Skyline Surveyors South Brisbane, QLD 4101
Australia
Tel: +61 07 3337 0000
Fax: +61 07 3337 0050
www.hyderconsulting.com
Section 31
LEGEND
W
AL
TE
R
HA
Y
DR
IV
E
AD
RO
SA
OO
IN
ND
MU
EU
FH
LIONEL
FH
DONOV
AN DR
IVE
HYDER CONSULTING Pty Ltd
ABN 76 104 485 289
Level 7, 199 Grey Street
Locked Bag 2017
Skyline Surveyors South Brisbane, QLD 4101
Australia
Tel: +61 07 3337 0000
Fax: +61 07 3337 0050
www.hyderconsulting.com
Section 32
APPENDIX C Flood Assessment 139 Eumundi Noosa Road Service Station Site—Stormwater Management Plans Hyder Consulting Pty Ltd-ABN 76 104 485 289 f:\aa007595\f-reports\f0002-aar-aa007595 sbswmp report\f0002-aa007595-aar-01-smp.docx
Section 33
NOOSA
T.
SD N . S
NORTH
i ve
r I
!
MM
SHORE R
R
.A No osa
RIVER FLOOD INFORMATION MAP 10-D34 - September 2012
VN
.
Cr
an
A ROAD
HOW TO USE THIS MAP ks k HI E
N O O S A PA R A D E
ee
LT O AC
Cr N TE T ER
R
(1) Identify locations important to RRA CE
ERRA C E GY
MP
IE
M PI E T
W E YB
you such as home, work, and Doonella GY
Noosa Home
GO O D
where your children go to school. Lake
Path: B:\Workflow\Projects\M3633_SCRC_Disaster_Management\R4815_Evacuation_Planning_Analysis\V20110809\Maps\Final Draft MXD's 23 Aug 2012\SCRC_Riverine_Flood_Hazard_Street-Level_PUBLIC_A4L_DDPAtlas_draft_20120828_1613_KelvinM.mxd - Printed on: 28/08/2012, Created by: at005, Date Created: Tuesday, 28 August 2012
NOOSA
(2) If any of these places are in LEISURE Maker Centre
CHA
R O AD
one of the coloured zones, you T E WA N T I N CENTRE G I B S O NNoosa
R O A D Village
P S
may be at risk from river
TR
EE
SA
flooding.
T
Noosa
I N OO
(3) Discuss and develop an
Waters W E Y B A RO A
emergency plan for you and your Canals D
family, and identify potential NOOSA AUSTRALIAN
ND
evacuation routes and high FOOTBALL CLUB
MU
R EE T
ground in your neighbourhood in
EU
R E E F ST
case roads are closed.
LUTHERN
(4) During an event, stay tuned OVALS
to local radio, council's website, N O O S AV I L L E
PARK
W
A
R.
L
S.
facebook and twitter sites for EE
D TE NIE
R CRE
updates and evacuation advice. I
R E
E K ROA
D
V
HA
BC KM N
. R OA
E E N IE C R
Y
D
This area w ill flood first. E UM N D. N O O S A R O A D EE
K R
Wey ba Creek
In a major flood, waters OAD
will be deepest here. E
IV
R H AY D R
This area w ill flood after
the red zone in a
moderate flood. Noosa
This area w ill flood after Civic NOOSA
LTE
the orange zone in a HEADS
major flood.
A
ie C
W
en
r ee
This area m ay flood in E k
an extreme flood event
but water will be Lake
shallow er than other Weyba
zones. Disclaimer
This map has been produced in response to the recom mendations of the Qld Floods Commission of Inquiry to prom ote While every care is taken to ensure the accuracy of this product, neither the Sunshine Coast Council nor the
awareness of potential flood prone areas. The inform ation is of a general nature and is not intended to replace the State of Q ueensland m akes any representations or warranties about its accuracy, liability, completeness or
need for site specific enquiry of Council records or to be a substitute for more formal flooding investigation required in
0 125 250 500 suitability for any particular purpose and disclaim s all responsibility and all liability (including without lim itation,
any developm ent approval or perm it process. The information presented on this map is either model based,
liability in negligence) for losses, damages (including indirect or consequential damage) and costs that may
Major Roads Metres
derived from historic flood data, or estim ated using the best judgem ent of a professional hydrologist. The m ap
is not accurate to the scale of a specific property and for som e areas flood information is not available. occur as a result of the product being inaccurate or incomplete in any way or for any reason.
Section 34
T.
SD N . S
DO NLL
. STR E
ET NOOSA
NORTH
I
!
M
M
R
. A
S T O R M T ID E IN F O R M AT IO N M A P 1 0 -D 3 4 - S e p te m b e r 2 0 1 2
w w w. noosa.qld.gov.au VN SHORE
.
H O W T O U S E T H IS M A P Cr k N o osa River RA
CE
N O O S A PA R A D E
an ee R
D
HI TE
ks C
A ROA
IE
r
LT O N MP
GY
(1) Identify locations im portant to TERRA
CE
you such as hom e, w ork, and
WEYB
G YM PIE TE R R AC
E
Noosa Hom e
GOODC
w here your childre n g o to school.
NOO SA
Pa th : B: \W o rk flo w \P roje c ts \M 3 63 3_ S C RC _D isa s te r_M a n ag em e nt \R 48 15 _ E v ac u at io n_ P lan nin g_ A na ly s is \V 2 0 11 0 80 9\ M ap s \F ina l D raft M X D's 2 3 A ug 2 01 2 \S CR C _S to rm T id e _F lo od _H a z ard _S t ree t-L ev e l_ P UB L IC _A 4 L _D DPA t la s _d ra ft_ 20 1 20 82 8 _1 60 4 _K e lv in M .m x d - P rin te d on : 29 /0 8/ 20 12 , Cre at ed b y : a t0 05 , Da te C rea te d: W ed n es d ay, 2 9 A ug u s t 2 01 2
(2) If any of these places are in LEISU RE Maker C entre
R OAD
T E W A N T IN
HAP
one of the coloured zone s, you CENTRE G IB S Noosa Village
ON R
m ay be at risk from storm tide
S TR
OAD
flooding.
EE
Doonella
N O OS A
T
(3) D iscuss and develop an Lake
WE
em ergency plan for you and your YBA ROAD
fam ily, and identify potential NOO SA AU STRALIA N
I
ND
evacuatio n routes and h igh Noosa FO OTBALL CLU B
T R EE T
MU
ground in your neighbourhood in Waters
EU
Canals
case ro ads a re closed.
REEF S
LUTHERN
(4) D uring an event, stay tuned OVALS
to local radio, council's w ebsite, PAR K
R.
S.
facebook and tw itter sites for
updates and evacuation ad vice.
T h is a re a w ill flo o d w h e n B CK MN
. ROA
D E ENIE C
th e B u re a u o f M e te o ro lo g y RE
EK
ROAD
(B O M ) p re d icts a sto rm tid e
o f 1 m e tre a b o v e H AT.* VE
I
R H AY D R
T h is a re a w ill flo o d a fte r
th e re d zo n e w h e n th e N O O S AV IL L E
NOOSA
W ey
B u re a u o f M e te o ro lo g y Noosa
(B O M ) p re d icts a sto rm tid e Civic HEADS
ba
LTE
o f 1 -2 m e tre s a b o ve H AT.
C re
ek
T h is a re a w ill flo o d a fte r
A
en ie
W
E
th e o ra n g e z o n e w h e n th e Cr e
ek
B u re a u o f M e te o ro lo g y Lake
We yba
(B O M ) p re d icts a sto rm tid e
o f 2 -3 m e tre s a b o ve H AT.
Disclaim er
M a jo r R o a d s T h is m a p h a s b e e n p ro d u ce d in re sp o n s e to th e re c o m m e n d a tio n s o f th e Q ld F lo o d s C o m m iss io n o f In q u iry to p ro m o te
a w a re n e ss o f p o te n tia l flo o d p ro n e a re a s . T h e in fo rm a tio n is o f a g e n e ra l n a tu re a n d is n o t in te n d e d to re p la ce th e
W h ile e v e ry ca re is ta ke n to e n su re th e a cc u ra cy o f th is p ro d u ct, n e ith e r th e S u n sh in e C o a st C o u n cil n o r th e
S ta te o f Q u e e n s la n d m a k e s a n y re p re se n ta tio n s o r w a rra n tie s a b o u t its a c cu ra cy , lia b ility , co m p le te n e ss o r
n e e d fo r s ite s p e c ific e n q u iry o f C o u n cil re co rd s o r to b e a s u b stitu te fo r m o re fo rm a l flo o d in g in ve stig a tio n re q u ire d in su ita b ility fo r a n y p a rticu la r p u rp o se a n d d is cla im s a ll re s p o n sib ility a n d a ll lia b ility (in clu d in g w ith o u t lim ita tio n ,
0 12 5 25 0 50 0 a n y d e v e lo p m e n t a p p ro v a l o r p e rm it p ro c e s s. T h e in fo rm a tio n p re se n te d o n th is m a p is e ith e r m o d e l b a se d ,
* HAT- H ig h est A stro no m ica l Tide M e tre s
d e riv e d fro m h isto ric flo o d d a ta , o r e s tim a te d u sin g th e b e s t ju d g e m e n t o f a p ro fe s sio n a l h yd ro lo g is t. T h e m a p
is n o t a cc u ra te to th e sca le o f a sp e cific p ro p e rty a n d fo r so m e a re a s flo o d in fo rm a tio n is n o t a v a ila b le .
lia b ility in n e g lig e n c e ) fo r lo ss e s , d a m a g e s (in clu d in g in d ire ct o r c o n s e q u e n tia l d a m a g e ) a n d c o s ts th a t m a y
o c cu r a s a re s u lt o f th e p ro d u c t b e in g in a ccu ra te o r in co m p le te in a n y w a y o r fo r a n y re a s o n .
le ve ls a re sim ilar to K in g Tid e le ve ls.
Section 35
APPENDIX D
Site Specific IFD Charts
Stormwater Management Plans
Hyder Consulting Pty Ltd-ABN 76 104 485 289
f:\aa007595\f-reports\f0002-aar-aa007595 sbswmp report\f0002-aa007595-aar-01-smp.docx
Section 36
139 Eumundi Noosa Road Service Station Site—Stormwater Management Plans Hyder Consulting Pty Ltd-ABN 76 104 485 289 f:\aa007595\f-reports\f0002-aar-aa007595 sbswmp report\f0002-aa007595-aar-01-smp.docx
Section 37
Stormwater Management Plans
Hyder Consulting Pty Ltd-ABN 76 104 485 289
f:\aa007595\f-reports\f0002-aar-aa007595 sbswmp report\f0002-aa007595-aar-01-smp.docx
Section 38
APPENDIX E Rational Method Calculations 139 Eumundi Noosa Road Service Station Site—Stormwater Management Plans Hyder Consulting Pty Ltd-ABN 76 104 485 289 f:\aa007595\f-reports\f0002-aar-aa007595 sbswmp report\f0002-aa007595-aar-01-smp.docx
Section 39
Project: Eumundi Noosa Road
Project No.: AA007595
Designer: KF
Date: 5/11/2014
Rational Method Calculations
Project Eumundi Noosa Road
Description Catchment 1 (South Corner) Pre-Developed Discharge
Time of Concentration 5.0 minutes
Area of Catchment 0.10 Hectares
Fraction Impervious 0.85
Council Chart No.
15
Council Name
#N/A
ARI C value Rainfall Intensity Discharge (m3/s) Comments
(mm/hr)
3month 0.01 Write anything here
1 year 0.71 128.57 0.02 that is applicable to
the analysis
2 year 0.75 163.17 0.03
5 year 0.84 200.83 0.04
10 year 0.89 222.29 0.05
20 year 0.93 252.10 0.06
50 year 1.00 291.10 0.08
100 year 1.00 320.76 0.08
ARI vs Discharge
6.00
5.00
Discharge (cumecs)
4.00
3.00
2.00
1.00
0.00
0 10 20 30 40 50 60 70 80 90 100
ARI
All Calculations are based on QUDM methods Version 4/05
Section 40
Project: Eumundi Noosa Road
Project No.: AA007595
Designer: KF
Date: 5/11/2014
Rational Method Calculations
Project Eumundi Noosa Road
Description Catchment 1 (South Corner) Post-Developed Discharge
Time of Concentration 5.0 minutes
Area of Catchment 0.09 Hectares
Fraction Impervious 0.85
Council Chart No.
15
Council Name
#N/A
ARI C value Rainfall Intensity Discharge (m3/s) Comments
(mm/hr)
3month 0.01 Write anything here
1 year 0.71 128.57 0.02 that is applicable to
the analysis
2 year 0.75 163.17 0.03
5 year 0.84 200.83 0.04
10 year 0.89 222.29 0.05
20 year 0.93 252.10 0.06
50 year 1.00 291.10 0.07
100 year 1.00 320.76 0.08
ARI vs Discharge
6.00
5.00
Discharge (cumecs)
4.00
3.00
2.00
1.00
0.00
0 10 20 30 40 50 60 70 80 90 100
ARI
All Calculations are based on QUDM methods Version 4/05
Section 41
Project: Eumundi Noosa Road
Project No.: AA007595
Designer: KF
Date: 5/11/2014
Rational Method Calculations
Project Eumundi Noosa Road
Description Catchment 2 (Western Side) Pre-Developed Discharge
Time of Concentration 5.0 minutes
Area of Catchment 0.26 Hectares
Fraction Impervious 1
Council Chart No.
15
Council Name
#N/A
ARI C value Rainfall Intensity Discharge (m3/s) Comments
(mm/hr)
3month 0.03 Write anything here
1 year 0.72 128.57 0.07 that is applicable to
the analysis
2 year 0.77 163.17 0.09
5 year 0.86 200.83 0.12
10 year 0.90 222.29 0.14
20 year 0.95 252.10 0.17
50 year 1.00 291.10 0.21
100 year 1.00 320.76 0.23
ARI vs Discharge
6.00
5.00
Discharge (cumecs)
4.00
3.00
2.00
1.00
0.00
0 10 20 30 40 50 60 70 80 90 100
ARI
All Calculations are based on QUDM methods Version 4/05
Section 42
Project: Eumundi Noosa Road
Project No.: AA007595
Designer: KF
Date: 5/11/2014
Rational Method Calculations
Project Eumundi Noosa Road
Description Catchment 2 (Western Side) Post-Developed Discharge
Time of Concentration 5.0 minutes
Area of Catchment 0.24 Hectares
Fraction Impervious 0.9
Council Chart No.
15
Council Name
#N/A
ARI C value Rainfall Intensity Discharge (m3/s) Comments
(mm/hr)
3month 0.03 Write anything here
1 year 0.71 128.57 0.06 that is applicable to
the analysis
2 year 0.76 163.17 0.08
5 year 0.85 200.83 0.11
10 year 0.89 222.29 0.13
20 year 0.93 252.10 0.16
50 year 1.00 291.10 0.19
100 year 1.00 320.76 0.21
ARI vs Discharge
6.00
5.00
Discharge (cumecs)
4.00
3.00
2.00
1.00
0.00
0 10 20 30 40 50 60 70 80 90 100
ARI
All Calculations are based on QUDM methods Version 4/05
Section 43
Project: Eumundi Noosa Road
Project No.: AA007595
Designer: KF
Date: 5/11/2014
Rational Method Calculations
Project Eumundi Noosa Road
Description Catchment 3 (Eastern Side) Pre-Developed Discharge
Time of Concentration 17.7 minutes
Area of Catchment 0.42 Hectares
Fraction Impervious 0.1
Council Chart No.
15
Council Name
#N/A
ARI C value Rainfall Intensity Discharge (m3/s) Comments
(mm/hr)
3month 0.03 Write anything here
1 year 0.58 76.83 0.05 that is applicable to
the analysis
2 year 0.61 97.75 0.07
5 year 0.68 121.01 0.10
10 year 0.72 134.41 0.11
20 year 0.76 152.84 0.13
50 year 0.83 177.08 0.17
100 year 0.86 195.52 0.20
ARI vs Discharge
6.00
5.00
Discharge (cumecs)
4.00
3.00
2.00
1.00
0.00
0 10 20 30 40 50 60 70 80 90 100
ARI
All Calculations are based on QUDM methods Version 4/05
Section 44
Project: Eumundi Noosa Road
Project No.: AA007595
Designer: KF
Date: 5/11/2014
Rational Method Calculations
Project Eumundi Noosa Road
Description Catchment 3 (Eastern Side) Post-Developed Discharge
Time of Concentration 5.0 minutes
Area of Catchment 0.45 Hectares
Fraction Impervious 0.9
Council Chart No.
15
Council Name
#N/A
ARI C value Rainfall Intensity Discharge (m3/s) Comments
(mm/hr)
3month 0.06 Write anything here
1 year 0.71 128.57 0.11 that is applicable to
the analysis
2 year 0.76 163.17 0.15
5 year 0.85 200.83 0.21
10 year 0.89 222.29 0.25
20 year 0.93 252.10 0.29
50 year 1.00 291.10 0.36
100 year 1.00 320.76 0.40
ARI vs Discharge
6.00
5.00
Discharge (cumecs)
4.00
3.00
2.00
1.00
0.00
0 10 20 30 40 50 60 70 80 90 100
ARI
All Calculations are based on QUDM methods Version 4/05
Section 45
APPENDIX F
XP-RAFTS Hydrographs
Stormwater Management Plans
Hyder Consulting Pty Ltd-ABN 76 104 485 289
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Section 46
EXISTING Q1 EXISTING Q100 139 Eumundi Noosa Road Service Station Site—Stormwater Management Plans Hyder Consulting Pty Ltd-ABN 76 104 485 289 f:\aa007595\f-reports\f0002-aar-aa007595 sbswmp report\f0002-aa007595-aar-01-smp.docx
Section 47
DEVELOPED Q1
DEVELOPED Q100
Stormwater Management Plans
Hyder Consulting Pty Ltd-ABN 76 104 485 289
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Section 48
MITIGATED Q1 MITIGATED Q100 139 Eumundi Noosa Road Service Station Site—Stormwater Management Plans Hyder Consulting Pty Ltd-ABN 76 104 485 289 f:\aa007595\f-reports\f0002-aar-aa007595 sbswmp report\f0002-aa007595-aar-01-smp.docx
Section 49
BASIN STORAGE
BASIN STAGE
Stormwater Management Plans
Hyder Consulting Pty Ltd-ABN 76 104 485 289
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Section 50
APPENDIX G MUSIC Modelling Layout and Results 139 Eumundi Noosa Road Service Station Site—Stormwater Management Plans Hyder Consulting Pty Ltd-ABN 76 104 485 289 f:\aa007595\f-reports\f0002-aar-aa007595 sbswmp report\f0002-aa007595-aar-01-smp.docx
Section 51
Stormwater Management Plans
Hyder Consulting Pty Ltd-ABN 76 104 485 289
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Section 52
Catchment 1 Bio Retention Details Catchment 2 Bio Retention Details 139 Eumundi Noosa Road Service Station Site—Stormwater Management Plans Hyder Consulting Pty Ltd-ABN 76 104 485 289 f:\aa007595\f-reports\f0002-aar-aa007595 sbswmp report\f0002-aa007595-aar-01-smp.docx
Section 53
Catchment 3 Bio Retention Details
Stormwater Management Plans
Hyder Consulting Pty Ltd-ABN 76 104 485 289
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Section 54
Sources Residual Load % Reduction Flow (MU/yr) 0.997 0.916 81 Treatment Train Effectiveness TSS (kg/yr)} 4130 9.95 92.3 1 Outlet TP (kglyr) 0.324 0.129 60.1 TN (kgfyr) 2.32 0.857 63.0 30/11/2014 4:05:17 PM Gross Pollutants (kg/yr) 16.3 0.00 400.0
Section 55
Sources Residual Load % Reduction Flow (ML/yr) 2.41 2.36 2.5 Treatment Train Effectiveness TSS (kg/yr) 952 478 81.3 2 Outlet TP (kglyr) 1.55 0.555 64.2 TN (kg/yr) 5.69 3.10 45.4 30/11/2014 4:05:28 PM Gross Pollutants (kg/yr) 56.4 1.21E+3 100.0
Section 56
Sources Residual Load % Reduction Flow (ML/yr) §.53 5.33 3.5 Treatment Train Effectiveness TSS (kg/yr) AATES 170 85.5 3 Outlet TP (kofyr) 2.32 0,929 60.0 TN (kg/yr) 13.0 6.12 52.8 30/11/2014 4:05:40 PM Gross Pollutants (kg/yr) 124 0.811 99.3
Section 57
APPENDIX H Noosa Council Stormwater Code Compliance 139 Eumundi Noosa Road Service Station Site—Stormwater Management Plans Hyder Consulting Pty Ltd-ABN 76 104 485 289 f:\aa007595\f-reports\f0002-aar-aa007595 sbswmp report\f0002-aa007595-aar-01-smp.docx
Section 58
SPECIFIC OUTCOMES, ACCEPTABLE SOLUTIONS AND PROBABLE SOLUTIONS
FOR THE WATER SENSITIVE DESIGN CODE
SPECIFIC OUTCOMES PROBABLE SOLUTIONS SITE COMPLIANCE
Water reuse S1.1 Complies:
O1 Development complies with - The development
Development uses a the water quality standards includes three
combination of detention in Table 2 of the SEQ bioretention systems
and retention systems to Regional Plan and a detention
capture run-off from areas Implementation Guideline basin to ensure that
on the site No.7 for Water Sensitive peak flow
AND Urban Design; discharges are
mitigated and water
O2 quality is maintained
Water storage devices S2.1
No solution provided - Water detained on
must have sufficient site will not be for
capacity having regard to potable use
local rainfall pattern and S3.1
the catchment area of roof - Site is not within the
Captured water is plumbed Shire Business
or other hard standing to be available for all
surface Centre
external uses including
AND gardening, irrigation,
O3 ponds, filling swimming
Captured water is utilised pools and outdoor
for all non-potable uses on cleaning, as well as all
site; ground floor toilet cisterns
AND and washing machine cold
taps;
O4
On-site detention does not
adversely impact on water AND
requirements downstream S3.2
of the site where the water Where the captured water
is required to sustain the is used for toilet flushing
ecology and hydrology of and/or laundry use, an
downstream systems automatic or manual
(environmental flows); interchange device that
AND allows alternate use of
O5 captured water or the
reticulated water supply is
Within the Shire Business installed to ensure that
Centre site, as shown on there is a continual supply
Map SBC, on-site of water for sanitary
detention measures are flushing and laundry use.
contained within the
developed areas of the S4.1
site, clear of drainage lines No solution provided
and Open Space Precincts. S5.1
No solution provide
Eumundi Stormwaster Code Compliance Page 1
Section 59
Run-off treatment S6.1 & S7.1 Complies - the
O6 Development complies with development includes bio-
Run-off that leaves the site the water quality standards retention systems that will
is treated so as not to in Table 2 of the SEQ meet all water quality
adversely impact on the Regional Plan standards.
ecology and hydrology of Implementation Guideline
downstream environmental No. 7 for Water Sensitive
flows Urban Design
AND
O7
Within the Shire Business
Centre site, as shown on
Map SBC—run-off
treatment occurs within the
site; and drainage lines are
only used for final polishing
of run-off
Town water supply S8.1 Complies – this will be
connections A suitable backflow installed during
O8 prevention device is construction phase
Backflow devices or similar installed to protect the
systems ensure water potable water within the
reuse facilities have no reticulated water supply in
impact on the quality of the accordance with AS/NZS
town mains water 3500:2003 Plumbing and
Drainage
Use of natural treatments S9.1 & S10.1 Complies – the
and systems Development complies with development includes bio-
O9 the water quality standards retention systems that will
Natural treatment in Table 2 of the SEQ maintain water quality
strategies, including grass Regional Plan standards.
swales and bio- retention Implementation Guideline
systems, vegetated No. 7 for Water Sensitive
filtration strips and gross Urban Design
pollutant traps, are used
wherever practicable;
AND
O10
Within the Shire Business
Centre, as shown on Map
SBC—where necessary,
drainage lines are
ecologically enhanced to
ensure that the water
quality polishing functions
are of high standard
Eumundi Stormwaster Code Compliance Page 2
Section 60
APPENDIX I
Noosa Council Erosion Assessment Form
Stormwater Management Plans
Hyder Consulting Pty Ltd-ABN 76 104 485 289
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Section 61
SCHEDULE 2—-EROSION AND SEDIMENT CONTROL ASSESSMENT 1. Preamble Erosion and sediment control on building sites Builders must not pollute the environment. The Environmental Protection Act provides for penalties for persons or entities causing environmental harm. Soil erosion on building sites can be a major source of sediment pollution (environmental harm) in our watercourses, A single building site can lose up to four truckloads of soil in one storm, Washed from the sites into stormwater drains, this sediment can cause flooding and also affects the water quality and the fish stocks in our creeks, lakes and the Noosa River system. Preventing sediment run-off from building sites is one of a number of ways that Council and industry are improving our watercourses. Effective on-site erosion and sediment control provides the following benefits— « A better looking, more marketable site; ¢ Improved wet weather working conditions: ¢ Reduced stockpile losses; e Less mud and dust problems; « Reduced clean-up costs; ¢ Fewer public complaints: « Better public image: e Cleaner watercourses; and e Better fishing and swimming in our nearby watercourses. 2. Erosion Hazard Assessment Form Controlling Factors ey) Ley Checking Predominant slope of the whole site, prior to building works: « 0-3% slope 0 e >3% - 5% slope 1 « >5% - 10% slope 2 | * >10% - 15% slope 4 e > 15% slope 5 Soil type: (see 7 below) e Sandy soil/gravel 0 2. « Sandy loam 1 ‘ The term ‘predominant slope’ is defined in Part 2 Section 2.12. $2.1 The Noosa Plan including amendments to 16 September 2013
Section 62
The Noosa Plan including amendments to 16 September 2013 Controlling Factors Points Score Pedi?) « Clay loam 2 «Clay soil 2 Anticipated duration of site disturbance: (see 2 below) « Duration < 2 weeks 0 e 2weeks # Duration < 3 months 2 7 e 3months # Duration <6 months 4 ¢ Duration > 6 months 5 Month that works are undertaken: (see 3 below) « August, September 0 ¢ April, May, June, July, November, October 1 | * March December 2 « January February 3 Offsite sediment control (i.e. down slope of the soil disturbance): | * Score 1 point if there is no purpose built, operational 1 and well maintained sediment traps (eg. sediment basin, gross pollutant trap or purpose built wetland) QO to catch sediment before it enters a water body with environmental values (eg. creek, natural wetland, river or bay) (see 4 below) Run-off entering the site: ¢ Score 1 point if stormwater run off entering the site is 4 O not diverted away from the soil disturbance Extent of site disturbance: e Score 2 points if building work requires reshaping of the ground surface (eg. ‘cut and fill’ works) (see 5 2 S below) e Score 5 points if the area to be disturbed is greater 5 than 600m? Works within environmentally sensitive areas: e Score 11 points if the disturbance is within the banks of a watercourse (see 6 below) 11 « Score 5 points if the disturbance is within 50m of the O top of bank of a watercourse 5 « Score 2 points if the disturbance is between 50m and 100m of the top of bank of a watercourse 2 TOTAL SCORE (See 7 & 8 below) | | Notes: 1. Where there is more than one type of soil on the site, select the category with the highest point value. 2. The time, from when the building site will first become vulnerable to erosion, to the time the soil will be fully stabilised (eg. grassing). 3. If this time span covers more than one category, select the category with the highest point value. Note that if there is no grass/vegetation cover on the site before building work has started, the time span starts from the time this form is completed. 4. If you are not sure, score 7 point. 5. For the purpose of this form, ‘cut and filf works are those that will result in a steep batter or retaining wall above and/or below the building slab, greater than 1 metre in height. If the building slab has already been fully cut and stabilised (eg. grassed) during the subdivision stage, score 0 points. 6. Watercourse means any clearly identifiable creek, stream or river, whether flowing permanently or intermittently. 7. Fora high risk site, the total score is > 14 points. 8. Fora low risk site, the total score is < 14 points, $2.2