20517 App J.pdf [As Published] · 132007.1259

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CONCEPT
STORMWATER MANAGEMENT PLAN
FOR
ESSENCE OF PEREGIAN
AT DAVID LOW WAY,
PEREGIAN BEACH

Prepared For

SCANLON PROPERTY GROUP

Report N°: BO7047-01A
JUNE 2007

 

 

Brown Consulting (QLD) Pty Ltd

Consulting Environmental, Engineers & Managers ABN 30 109 434 513

Telephone 07 3231 5555 Facsimile 07 3231 5500
Level 3, 410 Queen St, PO Box 10349, Adelaide St Brisbane QLD 4000

E-mail [email protected] Website www. brownconsulting.com.au

BRISBANE SYDNEY CANBERRA MELBOURNE SUNSHINE COAST SINGAPORE BRUNEI

TO ENGINEER YOUR FUTURE

Peonle & Svstems

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COMMERCIAL IN CONFIDENCE

All intellectual property rights, including copyright, in designs developed and documents created by Brown
Consulting (Qld) remain the property of this company. Any use made of such design or document without the prior
written approval of Brown Consulting (Qld) will constitute an infringement of the rights of the company which
reserves all legal rights and remedies in respect of any such infringement.

The information, including any intellectual property, contained in this proposal is confidential and proprietary to the
Company. It may only be used by the person to whom it is provided for the stated purpose for which it is provided
and must not be imparted to any third person without the prior written approval of the Company. The Company
reserves all legal rights and remedies in relation to any infringement of its rights in respect of its confidential
information.

©
Brown Consulting (Qld) Pty Ltd

NAMOY

 

 

2007
DOCUMENT CONTROL
B07047-01
Issue Date Issue Details Author Checked Approyed
nA }
A 20/06/07 | For Development Application Approval KU AMcP (RPEQ 6921) Ma (

 

 

 

 

 

 

 

 

 

 

 

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CONCEPT
STORMWATER MANAGEMENT PLAN
FOR
ESSENCE OF PEREGIAN
AT DAVID LOW WAY,
PEREGIAN BEACH

TABLE OF CONTENTS

1.0 INTRODUCTION
2.0 SITE CHARACTERISTICS...
2.1 Location.......

2.2 Topography ai :

3.0 FLOODING .........ccccssenseeeees a
4.0 STORMWATER QUALITY ......cssccuees we
4.1 Stormwater Quality Management Strategy.....

42. Pollutants of Concern / Water Quality Objectives.

4.2.1 Regional Water Quality Guidelines..............

4.2.2 Water Quality Objectives Suitable to Site

4.3. MUSIC Modelling..........

4.3.1 Meteorological Data

4.3.2 Source Nodes....

4.3.3 Drainage Links...

- 4.3.4 Treatment Nodes...

4.4 MUSIC Modelling Results

5.0 WATER BALANCE MODELLING
5.1. Demand Reduction...

5.2 _ Proposed Measures.

5.3 Water Balance Analysis

5.3.1 Rainfall Data

5.3.2 Roof Details and Irrigation Areas

5.3.3 Usage ........

5.3.4 Resullts.......

6.0 WATER SENSITIVE DESIGN CODE RESPONSE
7.0 CONCLUSIONS AND RECOMMENDATIONS...
8.0 REFERENCE. ..........ccccscsssssssessrerseseneneeeses -
9.0 APPENDICES ...0....ceccecseseeeeeseeseeeeessesseeseeseeseaseaeaseseesveseaseneseesaessesseatoesneenieeevsesneusansontans 17

 

 
 
 
 
 
 
 
 
 
  
 
 
 
 
 
 
 
 
 
 
 
 

 

RAR

 

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CONCEPT
STORMWATER MANAGEMENT PLAN
FOR
ESSENCE OF PEREGIAN
AT DAVID LOW WAY,
PEREGIAN BEACH

hs |

1.0 INTRODUCTION

Brown Consulting (QLD) Pty Ltd has been commissioned to prepare a Stormwater Management Plan to support the
Development Application for re-development of an existing Caravan Park at Peregian Beach. The proposal for the
development comprises Commercial Buildings, thirty beach shacks and three hostel accommodation buildings. The
hostel accommodation buildings have basement car parking.

This Stormwater Management Plan has been prepared according to The Noosa Plan (February 2006) and
Queensland Water Quality Guidelines (2006). The report comprises the following:

e Relevancy of flooding to the site - Results from a Property Search Request to Noosa Council and
information on Lake Weyba flood levels is provided;

e Stormwater Quality Management Strategy - Proposes mitigation of increased pollutant generation from the
proposed development through SQID’s (Stormwater Quality Improvement Devices);

e A Water Balance Model — Undertaken to demonstrate that average annual runoff volumes from the
developed scenario with rainwater reuse measures are less than existing scenario volumes;

e Water Sensitive Design Code Response — A response to Noosa Council's Water Sensitive Design Code is
provided to show compliance with the code has been achieved.

The methodology of the analyses, measures proposed, results and drawings are presented in the report.

 

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2.0 SITE CHARACTERISTICS

2.1 Location

The site of the proposed development is located at 215-219 David Low Way, Peregian Beach. Real Property
Description is Lots 8, 9, 10 on RP9315 and Lot 76 on Crown Land Plan MCH 2969. The site is located
approximately 9 km South of Noosa Heads township.

Neighbouring lots include the Peregian Beach Hotel to the north-east and residential lots to the north. Noosa
National Park is immediately to the west and south of the site. An apparently unnamed road forms part of the
site's southern boundary. This is a sealed road from which the site is accessed and meets David Low Way.

The site occupies a total area of 2.31 ha. Figure 1 below indicates the approximate location of the site.

 
 
  

 
  
     

—National

FLOWS TO
-LAKEWEYBA |

 

 

 

 

Spree eA eee ee ae

Pacific

 

 

 

O Cea

 

Figure 1: Approximate Location of Site (source UBD 2004)

2.2 Topography and Site Drainage

The site is located on the western side of David Low Way that lies on an adjacent north-south ridge line. The site
therefore falls from the eastern boundary with David Low Way at approximately RL 9 m AHD down to approximately

 

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RL 2.5 m AHD at the western boundary with Noosa National Park. The site’s average grade is approximately 3.5%,
however is steeper on its eastern side and flatter on its western side.

A discharge point for stormwater drainage is located at the southern boundary. Some existing buildings and roads
at the south eastern comer of the site are drained by a pit and pipe system that discharges via pipe outlet to a
vegetated gully near the southern boundary. This gully then crosses the southern boundary and enters Noosa
National Park. Runoff from other parts of the site drains to the western boundary as sheet flow. From site
inspection there appears to be no evidence of erosion from this surface drainage. This is due to low grades and a
well grassed area immediately prior to where runoff flows across the western boundary.

Documentation from Noosa Council's Geographic Information System (GIS) and detailed site survey shows piped
stormwater drainage from the Peregian Beach Hotel site drains through Lots 9 and 10 on RP9315 and Lot 76 on
Crown Land Plan MCH 2969. Property drainage lines from Lots 8, 9 and 10 possibly connect to this pipeline. This
pipeline appears to connect to the Council drainage system under the road south of Lot 8. Council's GIS system
map shows that the Council piped stormwater system drains part of David Low Way to the east of the site.
Following the junction of these two pipelines under the road south of Lot 8 the common pipeline discharges to Noosa
National Park to the south.

3.0 FLOODING

Brown Consulting (QLD) Pty Ltd was not engaged to undertake a flood study for this development proposal.
However, the following comment is presented on this matter.

Brown Consulting made a Property Search Request on 16 April 2006 for the subject site specifically for minimum

floor heights or flood level information as applicable to the property. Noosa Council’s response (Search 07 1329) .

stated the subject property is not within an area subject to minimum floor heights as established under Council's
amended Planning Scheme and has no nominated or historical flood levels held in Council’s records.

Based on “Flooding in the Noosa River Catchment” Noosa Council Strategic Planning as per Aug 1995, (updated
February 2000 and June 2001) the 100 year ARI flood level for nearby Lake Weyba is RL 2.05m AHD. Based on

the flat topography across the national park, between the site and the lake, it is believed that the flood will be similar. .

The freeboard applied to the Lake Weyba area is 800mm. Therefore any fluctuation in the flood level is unlikely to
have adverse impact on habitable floor levels. Therefore the minimum floor level at the site is likely to be
RL 2.85m AHD.

A search of Noosa Council’s Planning and Development publications was conducted. It was found that the site falls
within the Eastern Beaches Locality Plan. The Natural Hazard: Landslide and Flooding Overlay to this locality (Map
OM4.3) shows that the site does not fall within the flood hazard area as nominated by Council.

ey |

 

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4.0 STORMWATER QUALITY
41 Stormwater Quality Management Strategy

 

As there is potential increased pollutant loads to enter natural waterways as a result of the development, a treatment
train of suitable Stormwater Quality Improvement Devices (SQIDs) has been proposed to mitigate this increase. The
locations and distribution of these devices are shown on Drawing No. B07047-SK01 in Appendix A. The treatment
train will incorporate the following devices:

e Vegetated Swales ~ Swales will collect and drain surface runoff to the wetlands. They could also convey
overflow from accommodation building rainwater tanks to wetlands. Overflows from wetlands would also
drain via vegetated swales to discharge points at the western edge of the beach shack area.

© Bio-Filtration Basins - Two bio-filtration basins will treat stormwater runoff.

One basin will treat runoff from the proposed Commercial site, the Peregian Beach Hotel site and the
section of David Low Way that drains via the Council piped stormwater system south of the site. This basin
is to be located at the western end of the proposed road extension at the south end of the site. Treatment
of an external catchment (Peregian Beach Hotel and part of David Low Way) is proposed to improve the
runoff to Noosa National Park in addition to improving site runoff. External catchment pipelines either pass
adjacent to or through the site. It is considered feasible to reconfigure these pipelines near discharge
points or where they pass through the site. Detailed investigation and design will be submitted at
Operational Works stage.

The other bio-filtration basin will treat runoff from the entrance roadway within the site boundary. Bio-
filtration devices act to remove fine sediment and reduce nutrient concentrations.

e Ephemeral Wetlands - Shallow wetlands will be located within the site to treat overflow from
accommodation building rainwater tanks and runoff from the surrounding ground level areas.

« Rainwater Tanks - Two above-ground rainwater tanks are proposed for each beach shack. One
underground rainwater tank is proposed for each of the northern (Buildings C1 and B3), central (Buildings
A2 and B2) and southern (Buildings A1 and B1) accommodation buildings. These tanks will reduce runoff
volumes by reuse. Reuse will also assist in meeting water quality objectives by reducing contaminant loads
entering the stormwater system.

4.2 Pollutants of Concern / Water Quality Objectives
42.1 Regional Water Quality Guidelines

The Noosa River Environmental Values and Water Quality Objectives are outlined in the Environmental Protection
(Water) Policy 1997, published by the Queensland Environmental Protection Agency. The document applies to
waters within the Noosa basin. The geographical extent of waters addressed by the document is shown in Waters of
the Noosa River Catchment and Teewah Coastal Catchment plan (Plan WQ1401, Version 100206).

Upon inspection of the plan, the Level of Aquatic Ecosystem Protection for the subject site is found to be within the
‘High Ecological Value fresh waters’ area (Code NF1). The Noosa River Environmental Values and Water Quality
Objectives document states that there is insufficient information available to establish current water quality for waters
within Area NF1. Reference is then made to the Queensland Water Quality Guidelines (2006). Reference to
Section 2.5.1.2 of these guidelines shows that the specific waterway for the subject site is not specified in Table

 

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“Ee
2.5.1.2. The guidelines then refer the user to the default regional water quality guidelines for slightly to moderately So
disturbed waters (Table 2.5.1.1). =

=

According to Figure 2.5.1b of the Queensland Water Quality Guidelines (2006), the site falls within the ‘lowland
stream’ water type. Table 2.5.1.1 outlines the indicator values suitable for MUSIC Modelling (Refer to Section 4.3)
and are reproduced in Table 4.1 below.

Table 4.1: South-East Queensland Regional Water Quality Guideline Objectives*

 

Pollutant | Total Suspended Solids (mg/L) | Total Phosphorous (mg/L) | Total Nitrogen (mg/L)

 

 

 

 

 

 

Objective 6 : 0.050 0.500:
*Concentrations given are median values.

 

The following load reduction targets which satisfy water quality objectives (WQOs) of Maroochy Shire Council are
listed in Table 4.2. The reason for inclusion of these targets is explained in Section 4.2.2.

Table 4.2: Maroochy Shire Council Pollutant Load Reduction Targets*

 

 

 

 

 

Pollutant Load Reduction Target (%)
Total Suspended Solids 80
Total Phosphorous 60
Total Nitrogen 45

 

 

 

*MSC Planning Scheme Policy No. 5 (Section 7.2.4).

The design objectives are reductions in mean annual load leaving developed areas, compared to traditional
urban design where stormwater is not treated (Australian Government, 2006).

42.2 Water Quality Objectives Suitable to Site

The site is currently in a partially developed state. Its use as a Caravan Park and camping ground comprises
grassed areas, gravel access roads, demountable cabins, concrete pads for caravan parking, site amenity
buildings, an office and a bitumen entrance road. The proportion of hard (impervious) surface fluctuates
throughout the year due to the variable presence of vehicles and caravans. The presence of these surfaces and
other equipment brought to the site by guests leads to the likelihood of higher pollutant loads in runoff than the
site alone. Also, due to the fact that the site is not in a natural ‘undeveloped’ condition, it is considered that
concentration targets as required by Queensland Water Quality Guidelines cannot appropriately be applied to
this development.

It is considered that load reduction targets are more appropriate to determine the impact of water quality
treatment trains proposed for the development. The load reduction targets of Maroochy Shire Council have been

adopted for the purposes of this Stormwater Quality Management Strategy.

4.3 MUSIC Modelling

Water quality modelling of the proposed development has been undertaken using the Model for Urban Stormwater
Improvement Conceptualisation (MUSIC) Version 3.01, developed by the Cooperative Research Centre for
Catchment Hydrology (CRCCH). MUSIC enables the user to model the transfer of pollutants through a catchment
and provides an aid in determining how effective the stormwater quality treatment train is at meeting WQOs. The
critical pollutants to be modelled are Total Suspended Solids (TSS), Total Phosphorous (TP) and Total Nitrogen
(TN).

 

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The following models were set up to examine the effectiveness of the water quality treatment train:

Model No. 1 Existing Site plus External Catchment
Model name: B07047 Existing - Split.sqz

NMoua”

Model No. 2 Developed Site (without mitigation measures applied)
Model name: B07047 Developed Site.sqz
Model No. 3 Developed Site plus an External Catchment (without mitigation measures applied)

Mode! name: B07047 Developed Extended.sqz
Model No. 4 Mitigated Site (Model No. 2 with mitigation measures applied)
Model name: B07047 Mitigated Site.sqz
Model No. 5 Mitigated Site plus an External Catchment (Model No. 2 with mitigation measures applied)
‘ Model name: B07047 Mitigated Extended.sqz

As there are no specific guidelines issued by Noosa Council for MUSIC modelling, Brisbane City Council’s
Guidelines for Pollutant Export Modelling in Brisbane Version 7 — Draft Revision 2 (October 2003) have been used to
configure each model. The following sections summarise the parameters and procedures adopted from these
guidelines.

4.31 Meteorological Data

Six minute pluviographic data was sourced from the Bureau of Meteorology (BOM) for the Caloundra Water
Treatment Station No. 040496, approximately 35 km to the south of the site. Caloundra Water Treatment Station
was chosen as it was the closest coastal station with rainfall data available in a suitable format for MUSIC modelling
(continuous rainfall data). It is a coastal rainfall station at similar elevation as the site. The 10 year period from 4"
December 1989 to 4 December 1999 has been adopted for the rainfall duration. This period was selected due to
its mean annual rainfall of 1415 mm, compared with that of Coolum (1445 mm), which is 5 km south of the site. In
addition, series of zero recorded data were limited within the dataset.

Monthly areal potential evapo-transpiration (PET) data was sourced from BOM for the Maroochy River Basin and
applied to the model.

4.3.2 Source Nodes

Source node land-use characteristics must be defined for MUSIC modelling purposes. The site under existing and
developed scenarios was divided into a number of distinct sub-catchments for modelling purposes. These have
been labelled and are presented in Drawing No.’s B07047-SK02 and B07047-SK03 in Appendix A.

One part’of the site was not included in the water quality analysis. This area is the highly vegetated western portion
of the site beyond the low embankment (referred to as Sub-Catchment G under Developed and Mitigated scenarios).

Sub-Catchments within the site were classifted as either ‘Urban Residential’, ‘Rural Residential’ or ‘Commercial’ land
use type. The soil and pollutant concentration properties of source nodes have been configured according to their
land use category (as per Tables 2.3 and 2.4 of the Pollutant Export Modelling Guidelines, BCC 2003).

Developed scenario sub-catchments were further apportioned into roofed and non-roofed nodes in-order to model
rainwater tanks. The impervious percentage for all roofed areas was assumed to be 100%. For non-roofed areas,
percentage impervious values were determined based on proposed road and other impervious surface areas (such
as driveways, paths and courtyards). Proposed road surface areas were measured and input as part of the
impervious cover. The effective impervious factor was applied to each impervious percentage value for the non-
roofed area of each sub-catchment in accordance with Table 2.2 of the Pollutant Export Modelling Guidelines. See
Appendix C for impervious areas details.

 

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Stochastic generation estimation and serial autocorrelation set to zero has also been adopted.

The existing site sub-catchment areas and percentage impervious values are presented in Table 4.3.

Table 4.3: Existing Sub-Catchment Areas and Percentage Impervious Values

 

 

 

 

 

Sub-Catchment Area (ha) % Impervious MUSIC Source Node
EXISTING (URBAN RES) 1.167 15 Urban Residential
GRASS (RURAL RES) 0.306 0 Rural Residential
HOTEL & ROAD (COMM) 0.566 95 Commercial

TOTAL 2.039

 

 

 

 

 

 

*Note: Highly vegetated area at western portion of site is not included in any models.

The developed site sub-catchment areas and percentage impervious values are presented in Table 4.4.

Table 4.4: Developed and Mitigated Scenarios Sub-Catchment Areas and Percentage Impervious Values

 

 

 

 

 

 

 

 

 

 

 

 

 

 

 

 

 

 

 

 

 

 

Sub-Catchment Area (ha) % Imp. Land Use
SUBA 0.103 40 Urban Residential
ROOF A‘ B1 0.128 100 Urban Residential
ROOF A 0.018 100 Urban Residential
SUB B 0.137 55 Urban Residential
ROOF A2 B2 0.134 100 Urban Residential
SUB C 0.186 60 Urban Residential
ROOF A2 B2 0.148 100 Urban Residential
SUB D 0.085 75 Urban Residential
SUBE 0.173 95 Commercial
SUB F 0.240 10 Urban Residential
ROOF F 0.123 100 Urban Residential
SUB G 0.839 0 Not included in modelling
Sub-Total 2.312 -

Commercial
SUB H 0.566 9% (Model No.’s 3 and 5 only)
TOTAL 2.879 :
4.3.3 Drainage Links

No routing has been adopted for ail drainage links within each model.
43.4 Treatment Nodes

Vegetated Swales, Bio-filtration Basins, Wetlands and Rainwater Tank treatment nodes were modelled in MUSIC.

The Bio-filtration Basin and Wetland treatment nodes have the following properties presented in Table 4.5. Further
detail of treatment node properties is presented in Appendix C.

 

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Table 4.5: General Properties of Bio-filtration Basin and Wetland treatment nodes

 

 

 

 

 

 

 

 

 

 

Property Treatment Node
Bio-Filtration Basins Wetlands
Filtration Depth (m) 0.6 :
Ponding Depth (m) 0.2 or 0.3 0.2
Filter Media Sand -
Filter Median Particle 07 .
Diameter (mm) ‘
Saturated Hydraulic
Conductivity (mm/hr) 360 180
Seepage Loss
(mm/h) 0 36
Permanent Pool . 0
Volume

 

 

 

 

 

Default k and C* values have been adopted for each Basin node.

The general properties of the rainwater tanks as modelled in the mitigated scenarios are presented in Table 4.6.
Further detail of rainwater tanks is presented in Appendix C.

Table 4.6: Rainwater Tank treatment node properties

 

 

 

 

 

 

 

 

 

Property Value Reuse Connections
Tank Capacity per Beach Shack 3kL Toilets and Laundry
Tank Capacity for Buildings A1 B1 12 kL Irrigation
Tank Capacity for Buildings A2 B2 QkL ___ Irrigation
Tank Capacity for Buildings C1 B3 11 kL Irrigation
Overflow Pipe Diameter 150 mm :

 

 

Rainwater tank sizes for the beach shacks were set by the Project Team Architect. Rainwater tank sizes for the
other buildings were calculated by applying an irrigation rate of 25 mm/m’/week over the area to be irrigated and a
total of four days effective storage. The daily irrigation demand is the multiple of the irrigation rate and the irrigation
area divided by seven days per week. The irrigation areas and daily irrigation demands are presented in Table 4.7
below.

Table 4.7; Accommodation Building Irrigation Areas and Demands

 

 

 

 

 

 

 

 

 

Accommodation Irrigation Rate | Irrigation Area | Daily Irrigation Demand (kLiday)
Building (m*/m?2/week) (m?) ,
Buildings A1 & Bi 0.025 835 2.98
Buildings A2 & B2 0.025 615 2.20
Buildings C1 & B3 0.025 745 2.66

 

Internal reuse rates by toilets and laundries of the beach shacks had to be calculated for MUSIC rainwater tank
nodes. For the 3-bedroom beach shacks an Equivalent Population (EP) base value of 2.5 was chosen per beach
shack. A daily consumption rate per EP of 240 L/EP/day was adopted. Due to the seasonal variability of use of
coastal holiday accommodation, seasonal occupation rates for appropriate accommodation types were researched
(Office of Economic and Statistical Research, 2006). Seasonal occupancy rates for holiday units from 2005 and
2006 were averaged and applied to the proposed beach shacks. Refer to Section 5.3.3 for these adopted seasonal

occupancy rates.

 

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4.4 MUSIC Modelling Results

Computer modelling using MUSIC was undertaken for the existing and developed scenarios as described in
Section 4.3. The results of the various scenarios are compared in this section to show the effects of the proposed
water quality treatment train on pollutant loads and concentrations.

The first model run was that of the existing site (Model No. 1). Results from this model were desired in order to
gauge an idea of what stormwater runoff concentrations are leaving the existing site. The results are shown below
in Table 4.8.

Table 4.8; Existing Site Concentrations (Model No. 1)*

 

 

Pollutant Total Suspended Solids | Total Phosphorous | Total Nitrogen
(mg/L) (mg/L) (mg/L)
Concentration 155 0,393 2.24

 

 

 

 

 

 

*Concentrations given are median values.
Results show that runoff from the existing site has pollutant concentrations much higher than the water quality
guideline concentrations as listed in the Queensland Water Quality Guidelines for lowland streams. Therefore, it is
considered that since the existing site is not currently in a ‘natural’ state and because the existing site concentrations
are significantly higher than ideal, that load reduction targets are more appropriate to demonstrate the benefits of a
developed scenario water quality treatment train.

Concentration results from the Mitigated Site (Model No. 4) and Mitigated Site plus External Catchments
(Model No. 5) are presented for completeness in Table 4.9.

Table 4.9: Mitigated Site Concentrations (Model No’s. 4 and 5)*

 

 

 

 

 

Scenario Total Suspended Solids | Total Phosphorous | Total Nitrogen
(mg/L) (mg/L) (mgiL)

Mitigated Site

(Model No. 4) 28.7 0.147 175

Mitigated Site and External Catchment

(Model No. 5) 13.8. 0.098 1.66

 

 

 

 

*Concentrations given are median values.

It can be seen that median concentrations of the target pollutants have been dramatically reduced compared to
existing site concentrations. It should also be noted that the mitigated proposal includes rainwater tank reuse
measures that reduce the total outflow of runoff. This makes pollutant concentrations higher than if reuse was not
applied. Rainwater tank reuse reduces pollutant load, but can have a negative impact on concentration values.

Results from modelling of the various scenarios are presented in Table 4.10 below. Load retention targets were
derived from the percentage reduction required from the developed site only (Model No. 2). These have then been
compared with the load retention achieved from the total catchment {i.e. including some external catchment areas).

4

 

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Table 4.10: MUSIC Modelling Results for Various Scenarios

 

 

 

Model No. | Description TSS (kg/yr) | TP (kg/yr) | TN (kg/yr)
1. Existing Site plus External Catchment 2170 49 28.7
2, Developed Site — (Without Mitigation) 2640 5.5 27.8

 

45%

 

WQOs (Percentage Reduction)

 

 

80% 60%

 

     

 

 

 

 

3. Developed Site plus External Catchment -
(Without Mitigation) 3530 8.1 43.0
Mitigated Site and External Catchment 1170 3.4 28.2

 

 

 

 

 

Load Retention Achieved as % of
Developed Site Load.

 

89% 85%

 

 

53%

 

 

These results show the load retention achieved for the site and external catchments exceed that which is required
for the site only catchment. Proposed mitigation measures are therefore effective in reducing pollutant loads below
the WQOs. Pollutant loads from the mitigated site and external catchment (Model No. 5) are also significantly lower
than pollutant loads from the existing site and external catchment (Model No. 1) for TSS and TP and slightly lower

for TN.

Treatment of stormwater runoff from external site areas including the Peregian Beach Hotel site (including car
parking) and David Low Way adjacent to the site is not required by Council but has been included. The opportunity
to treat stormwater runoff from these areas has been taken and will benefit the water quality of downstream systems.
Significant achievements have been demonstrated for improvements to water quality runoff compared to existing

values.

 

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he |

5.0 WATER BALANCE MODELLING

Noosa Council's Planning Scheme Policy requires for the development to demonstrate no increase in average
annual runoff volumes from the site. In order to demonstrate this, a water balance simulation was undertaken for
the:

e Existing scenario
e Developed scenario, and
e Developed scenario with rainwater reuse measures applied.

The aim is to show that the developed scenario annual runoff volume (with no reuse measures applied), less the
total volume of rainwater used by proposed reuse measures, is less than the runoff under the existing scenario.

Demands of tank water in the analysis were:

e Irrigation of landscaping around accommodation buildings, and
e Toilet flushing and laundry facilities in beach shacks.
5.1 Demand Reduction

The targets for water demand reduction was adopted from the MSC Integrated Water Management Guidelines
(2006). The Planning Scheme Policy target represents an equivalent population consumption of
240 Liperson/day. This demand value was applied to the beach shacks where internal reuse is proposed.

5.2 Proposed Measures

The following strategies will be employed to reduce potable water demand from the development:

e Efficient Water Use - to maintain a constant supply of water from a limited source, efficient water usage
and design principles will be incorporated throughout the development. This will include at minimum
AAA rated water saving devices (such as dual flush toilets, low-flow showers and faucets, front loading
washing machines and efficient dishwashers) and pressure management. Landscaping incorporating
water efficient vegetation will also be incorporated throughout the development.

« Rainwater Capture and Reuse — Two rainwater tanks of 3 kL total capacity are proposed for éach beach
shack and will supply water for toilets and laundry.

e Irrigation using Rainwater - Three underground rainwater tanks are proposed for the accommodation ,
buildings on the site. Rainwater will be sourced from roof runoff only. There will be a tank for each of
the following pairs of accommodation buildings:

> Buildings A1 and B1 (southern end of site)
> Buildings A2 and B2 (central end of site)
> Buildings C1 and B3 (northern end of site)

5.3 Water Balance Analysis

5.3.1 Rainfall Data

Rainfall data necessary to undertake the rainwater tank analysis was taken from the Rainman Professional
Edition Version 4.3, published by the QLD Government Department of Primary Industries (June 2003). Rainfall
data was analysed from the Tewantin Post Office Rain Station 10 km north of the site. This station was deemed
to be the most appropriate as it was the closest station to the development site and approximately the same
distance (3.25 km) inland.

 

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The relevant mean yearly rainfall for the 100 year period of available data for the Tewantin station was found to
be 1681mm. The yearly rainfall data was then analysed to determine which consecutive 30 year average was
closest to the average of the entire data set. This was determined to be the period from 1938 to 1967. Within this

period, a 10 and 90 percentile rainfall year for the total 100 year period also occurs.

Table 5.1 compares the 100 year period and the 30 year period relevant parameters.

Table 5.1: Comparison of 100 & 30 Year Periods

 

 

 

 

 

 

 

Parameters Compared 100 year period (mm) 30 year period (mm)
Mean 1681 1683
10%ile 1184 (1187mm for 1940) | 1247 (1254mm for 1951)
90%ile 2184 (2183mm for 1950) | 2262 (2260mm for 1956)

 

 

 

Note: Rainfall data from Tewantin Post Office was not used for MUSIC Modelling as it had limited pluviograph data.

5.3.2 Roof Details and Irrigation Areas

Data input into the simulation was as follows:

e Coefficient of Runoff value of 0.9 was used as per HB 230 — 2006: Rainwater Tank Design and
Installation Handbook;

e 100% roof area capture of rainfall for the beach shacks, as rainwater tanks are proposed at either end
of each beach shack to capture runoff from multiple roof pitches. The amount of rainwater used for a
single beach shack was multiplied by thirty to obtain the total annual water savings; :

e 100% roof area capture of rainfall from accommodation buildings due to the proposal for underground
tanks for these buildings;

e Each of the three pairs of accommodation buildings (Refer Section 5.2) have surrounding landscaped
areas that are proposed to be irrigated by the captured rainwater from their respective underground
tank.

Further details of roof areas and irrigation areas are provided in Appendix D.
5.3.3 Usage

As stated in Section 4.3.4, the water usage rate of 240 L/person/day has been adopted for beach shack occupants.
This is the reduced target usage adopted by MSC. An average household occupancy of 2.5 persons was adopted.
Therefore, the daily beach shack water use input into the simulation was 600 L/day. A breakdown of total water
usage was sourced from the Integrated Water Management Guidelines (Version 1), and is presented in Table 5.2
along with Rainwater Tank usage. :

Table 5.2: Breakdown of Total Water Usage

 

 

 

 

 

 

 

 

 

 

Use Proportion of Total Use Rainwater Tank Use
(Liday)

External 30% Not applied
Toilets 20% 120
Laundry 15% 90

Hot water 20% Not applied
Kitchen / Bathroom 15% ~ Not applied
Total 100% { = 600 L) 210

 

 

Seasonal occupancy rates for Holiday Units of Noosa Southern Beaches were then applied fo the Rainwater Tank
Use (Office of Economic and Statistical Research, 2006). These occupancy rates are shown in Table 5.3 below.

 

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Table 5.3: Seasonal Variability Holiday Unit Occupation Rates and Daily Rainwater Tank Usage

 

wows

 

 

 

 

 

 

 

 

 

 

 

 

 

 

Month 2005 2006 Average Occupancy RWT Usage
. Rate Applied (Liday)

January 76.8% 76.8% 76.8% 75% 17.5
February 46.9% 41.9% 44.4% 45% 94.5
March 54.9% 43.5% 49.2% 50% 105.0
April 49.4% 52.4% 50.9% 50% 105.0
May 37.6% 30.0% 33.8% 35% 73.5
June 42.5% 39.0% 40.8% 40% 84.0
July 54.4% |. 48.7% 51.6% 50% - 105.0
August 60.6% 57.7% 59.2% 60% 126.0
September 69.0% 65.8% 67.4% 65% 136.5
October 71.8% 65.7% 68.8% 70% 147.0
November 54.6% 52.5% 53.6% 55% 115.5
December 66.8% 65.6% 66.2% 65% 136.5
Average - - : - 115.5

 

 

 

 

 

 

 

Trickle top-up from mains supply will occur when storage in the tank (on top of the dead storage assumed) falls
below the volume required for daily laundry and toilet use (210L).

The irrigation rate for the landscaping areas around the accommodation buildings is stated in Section 4.3.4. For
water balance modelling, irrigation only occurs if the daily rainfall is lower than 5 mm.

5.3.4 Results

The various water balance analyses for the site where the aforementioned adopted details have been applied
produced the following results as presented in Table 5.4.

Table 5.4: Water Balance Model Results

 

 

 

 

 

 

 

 

 

 

Water Balance Model Scenario Value (ML) -

A Existing Site Average Annual Runoff 7.44

B Developed Site Average Annual Runoff - 9.56
No reuse measures applied

Cc Developed Site with Rainwater Reuse Measures - 1.03
Rainwater used in average year by 30 beach shacks (Toilets and
Laundry)

D Developed Site with Rainwater Reuse Measures - 1.18
Rainwater used in average year for irrigation of landscaping :

E=B-C-D _ | Developed Site Average Annual Runoff ~ 7.35
With reuse measures applied

IsE<A? YES

 

 

 

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("i |

Results also indicate that average annual runoff under the developed scenario with rainwater reuse is only 0.09 ML
(1.2%) lower than under the existing scenarios. Therefore, the developed site is closely replicating runoff volumes of
the existing site.

The water balance analysis undertaken shows that the proposed development with reuse measures produces
average annual runoff volumes lower than existing volumes. Therefore the Noosa Council requirement for
maintenance of existing site average annual runoff volumes by the proposed development is complied with.

 

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6.0 WATER SENSITIVE DESIGN CODE RESPONSE

This section presents a response to ‘Division 20 - Water Sensitive Design Code’ of Noosa Council’s ‘The Noosa
Plan’ to demonstrate that the specific outcomes have been met by the proposed development. Specific
Outcomes as set by Noosa Council have been sourced from Section 14.176, Table 14-58 of ‘The Noosa Plan’.

Code Response
Water Reuse
01 The development proposes retention storage in the form of rainwater tanks for collection of

roof water runoff from each beach shack and the accommodation buildings. Detention
storage is not proposed for this development.

02 Water balance modelling has been undertaken specific to roof catchment areas, local
rainfall patterns, seasonal variability in occupancy rates and demand rates. This modelling
demonstrates that the rainwater tank sizes proposed for the developed site are effective in
lowering the average annual runoff volume to lower than the existing scenario.

03 Captured rainfall runoff is proposed for non-potable reuse where considered appropriate.
Beach shacks will reuse rainwater for toilet flushing and laundry demands. The captured
rainwater in underground tanks of accommodation buildings is proposed for irrigation of

landscaped areas.
04 Detention storage is not proposed for this development.
05 Not applicable as subject site is not within the Shire Business Centre site.
Run-off Treatment
06 A treatment train of Stormwater Quality Improvement Devices (SQIDs) is proposed to treat

runoff from both the subject site and external site areas to reduce the pollutant loads and
concentrations draining to downstream areas.

O07 Not applicable as subject site is not within the Shire Business Centre site.

Town water Supply Connections

08 Backflow prevention devices or similar will be installed on water reuse facilities to ensure
that mixing with town mains water does not occur.

Use of Natural Treatments and Systems

09 Natural treatment strategies for water quality controls including bio-filtration basins,
ephemeral wetlands and vegetated swales are proposed for the development. These
basins and wetlands will provide visually appealing solutions to water quality management
in the holiday accommodation development.

010 Not applicable as subject site is not within the Shire Business Centre site.

NMoud”

 

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Essence of Peregian

 

 

7.0 CONCLUSIONS AND. RECOMMENDATIONS

This report has been prepared generally in accordance with Noosa Council's ‘The Noosa Plan’ Planning Scheme
Policy. Information has been provided on the relevancy of flooding to the site, a stormwater quality management
strategy and a water balance analysis.

“es
=
=
=

Noosa Council provided documentation that the site has no nominated flood levels associated with it and is not
within an area subject to minimum floor heights. A flood study was not part of the scope of this report.

A Water Quality treatment train has been devised for the proposed subdivision consisting of

e An external bio-filtration basin to treat runoff from the proposed commercial site and external areas being
David Low Way and Peregian Beach Hotel;

e Abio-filtration basin to treat runoff from the internal loop driveway;

e Above ground 3 kL rainwater tanks with internal reuse for toilets and laundry, for each of the 30 beach
shacks;

e Three rainwater tanks that collect roof runoff from the accommodation buildings for irrigation of landscaped
areas in the vicinity of the tank;

e Three Ephemeral Wetlands treating overflows from accommodation building rainwater tanks and ground
level areas surrounding the accommodation buildings;

e Vegetated swales that convey surface runoff to ephemeral wetlands and overflows to discharge points.

The treatment train was modelled using the software program MUSIC and has been demonstrated to achieve
significant pollutant load reductions from treatment of both the developed site and external site catchments. Load
reductions have been compared to water quality objectives as required by neighbouring Maroochy Shire Council.
Load based objectives were applied to this report as concentration targets in the Queensland Water Quality
Guidelines were argued as not appropriate for this development.

The developed scenario (with rainwater reuse measures) water balance model produced average annual runoff
volumes lower than the existing site runoff volumes.

It is recommended that the Concept Stormwater Management Plan be approved and incorporated into the
Operational Works design. Detailed construction drawings for proposed water quality treatment devices will be
submitted with the Operational Works application.

 

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8.0 REFERENCES

Environmental Protection Agency (QLD) (2006). Environmental Protection (Water) Policy 1997. Noosa River
Environmental Values and Water Quality Objectives.

Nmoud”

Maroochy Shire Council (2006), Integrated Water Management Guidelines (Version 1)
MUSIC Version 3.01 (2005), Model for Urban Stormwater Improvement Conceptualisation
Noosa Council (2006). The Noosa Plan. Planning Scheme Policy.

Queensland Government (2006), Queensland Water Quality Guidelines 2006. Environmental Protection Agency
(QLD).

Office of Economic and Statistical Research (2006). Queensland Government (2006). Office of Economic and
Statistical Research. Office of the Government Statistician. Regional Tourism Activity Monitor. (R-TAM State
Summaries 2006) Tourism Queensland. Noosa Southern Beaches - Hotels, Motels, Serviced Apartments and Holiday

Units. Available online: http:/www.tg.com.au/research/research-publications/destinations/queensland/r-tam/state-
summaries/state-summaries_home.cfm Accessed 23 April 2007.

9.0 APPENDICES

Appendix A - Stormwater Management Plan Drawings
Appendix B —- MUSIC Model Layouts

Appendix C - MUSIC Model Data and Results

Appendix D - Water Balance Area Calculations

 

 

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Concept Stormwater Management Plan
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APPENDIX A:
STORMWATER MANAGEMENT PLAN DRAWINGS

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Page 26

Concept Stormwater Management Plan
Essence of Peregian :

APPENDIX B:
MUSIC MODEL LAYOUTS

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Concept Stormwater Management Plan
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APPENDIX C:

MUSIC MODEL DATA AND RESULTS

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B07047-01A.doc

Page 33

 

Essence of Peregian ‘ : Appendix C
Title: Catchment Area and Basin Calculations

Job: Essence of Peregian

Filename: H:\B07\001-049\B07047\MUSIC\[B07047 MUSIC & Tank Calcs.xls]SQID Calcs

Date: 20/06/2007

By: KU

Existing Site Catchments
Split Model Effective Impervious Parameters:
Urban Residential 0.31
Commercial 0.

EXISTING (URBAN RES)
GRASS (RURAL RES)
HOTEL & ROAD (COMM

BO7047

11671 1.167[Caravan Park | 15%
3059 0.306
5663|____-0.566]Hotel and David Low Wai

 

: 5
MUSIC Catchment |Catchment Impervious |Effective
Catchment Area Area Description Calculation {Impervious
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Page 34

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Page 35

 

 

 

 

 

 

 

 

 

Essence of Peregian Appendix C
Title: Catchment Area and Basin Calculations
Job: Essence of Peregian
Filename: H:\B07\001-049\B07047\MUSIC\[B07047 MUSIC & Tank Calcs.xls]SQID Calcs
Date: 20/06/2007
By: KU
Pee x
Ground Area|Ground Combined Ground %
MUSIC. MUSIC Catchment |Catchment Roof Area |Roof Ground |+ Roof Impervious |Ground/Roof |Effective
Catchment Catchment Area Area Description Roof Area |RoofArea |(MUSIC) | Bypass Area Bypass Estimate [Impervious _|Impervious
m ha m? ha ha ha ha % %
ISUB-A, ROOF Ai B1 2479 0.248|Block A1 B1 1278| 0.128| 0.128 0.000} 0.103) 0.103 40% 40% 12%
175) 0.018} 0.018] - 0.000}
ISUB-B ROOF A2 B2 2705 0.271|Block A2 B2 1338| 0.134} 0.134) 0,000) 0.437] 0.137) 55%) 55%) 17%
[SUB-C. ROOF C1 B3 3342! 0.334] Block C1 B3 1478} 0.148) 0.148) 0.000) 0.186) 0.186 60% 60% 19%
SUB-D. 850 0.085]/Entrance Tum, i 0.085 0.085, 75%|- 23%
|SUB-E_ 1730) 0.173|Commercial 0.473, 0.173) 95%|- 48%
ISUB-F ROOF F 3624 0.362|Cabins 1229) 0.123} 0.123} 0.000} 0.240) 0.240) 10% 10%. 3%
ISUB-G 8393 0.839/Swamy 0.839) 0.839) O%|- 0%
ISUB-H 5663 0.566]Hotel and Road 0.566) 0.566) 95% 48%
Total Area 28786 0.550 0.000 2.329 2.879
% Roof area draining to tanks 100%

 

 

 

BO7047

Page 36

£70208

 

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Page 37

Essence of Peregian

endix C

 

Title: Catchment Area and Basin Calculations

Job: Essence of Peregian

Filename: H:\B07\001-049\B07047\MUSIC\[B07047 MUSIC & Tank Calcs.xls]SQID Calcs
Date: 20/06/2007

By: KU

 

Mitigated Catchments - Extended

  
  
  
 
 

Wetland B, Swale B
Wetland C, Swale C

ROOF A2 B2 2705)
ROOF C1 B3 3342|

  

 

 
  

 
 
 
 
 
 
 
 
  

IMUSIC.
‘Catchment Area Treatment. Roof Area {Roof Area Bypass
ha m ha ha ha ha
[ROOFA_ [ts] ote] 0.078] 0.000f

0,134)

Effective Impervious Parameters:
Urban Residential 0.37
Commercial 05

 
   
 

(Ground Area|Ground Combined (Ground %

 
 
        
 
   

 

1338 0.134
7478 0.148
;

0.148}

0.000] 0.137, 0.437 | 55% 55%
0.000] 0.186 0.186 60% 60%!

   
 
     

 

      
 

  

[Tas] Ooas|75%|
1730 Road Reserve Basin
IROOFF COTS 0.362]Rain tanks 0.240 0.240
ISUB-G 0.839] Nil - Remain Undeveloped 0.839 0.839

     

 

     

ISUB-H 0.566|Road Reserve Basin

 

 

 

 

     

0.566

 

   

   

Total Area 28786 (Extended)

Total Site Area

Notes:
Ground Impervious Estimate’ is an estimate based on landscape & architectural plans

 

 

B07047

  

% Roof area draining to tanks

‘Ground % Effective Impervious’ is the ‘Ground Impervious Estimate’ multiplied by 0.31 factor and entered into MUSIC.

    

2.329 2.879

 

 

Page 38

Essence of Peregian

   

      

     

Appendix C

 

 

 

 

 

 

 

 

 

 

 

 

 

 

 

 

 

 

 

 

 

Title: Rainwater Tank Calculations for MUSIC Catchments
Job: Essence of Peregian
Filename: H:\B07\001-049\B07047\MUSIC\[B07047 MUSIC & Tank Calcs.xls]Tank Calcs
Date: 20/06/2007
By: KU
MUSIC. Roof Roof No. Tanks ‘Catchment Rainwater Usage Rainwater Usage ‘Surface Area Tank Surface Area Tank Surface area
Catchment Catchment |Catchment |per Cabin |No. Cabins Tank Capacity |per Cabin per Catchment per Tank (1.2m diam) —_|per Cabin per Catchment
m ha KL Udayleabin __|kL/Catchment/day m m
IROOF A 175] 0.018} 2 3 3] 9.0 115 0.35 1.13 2.3
ROOF F 1229 0.123} 2 27) 3] 81.0) 115) 3.11 1.13 2.3
MUSIC Irrigation Irrigation Irrigation Days per Week |Tank Daily Irrigation Tank Surface
‘Catchment Rate Rate Area Factor (Factor) Capacity Demand Area ‘Comment
mmim?/week _|m°/m7/week m? m* kLiday m?
ROOF A1 B1 25) 0.025) 835} 4 7 11.9} 2.98) 8|Includes irrigation of entrance area landscaping.
ROOF A2 B2 25) 0.025) 615} 4 7 88 2.20) §|
ROOF C1 B3. 25) 0.025 745} 4 7 10.6) 2. 66] 8]
Notes:

Assumed that 100% of roof area drain to tanks. This area applied to MUSIC roof nodes.
Refer to "Rainwater Tank Usage - Cabins.xls" for daily rainwater tank usage applied
Architect has applied 1.2m diameter rainwater tanks to cabins (2 per cabin)

1.5m depth assumed for Building Accomm. Tanks to determine surface area.

 

BO7047

Page 39

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Page 41

Concept Stormwater Management Plan
Essence of Peregian

APPENDIX D:

WATER BALANCE AREA CALCULATIONS

BO07047-01A.doc

a

Page 42

 

Essence of Peregian Appendix D
Title: Water Balance - Area Calculations

Job: Essence of Peregian

Filename: H:\BO7\001-049\B07047\Misc\[B07047 Water Balance - Area Calcs.xls|Areas

Date: 20/06/2007 :

By: KU

Sa

 

MUSIC Catchment Catchment
Catchment Area Area Cv

m2 ha
[GRASS (RURALRES) | 3059 [0.306 F015
Total 1.473

 

 

eee) eee Cd

Catchment
Catchment Area
ha

[Cabins and Accomm Blocks | ___1.301__ |

 

 

Mitigated Site

   

 

Catchment

   
  
  

    
 
  

Catchment Cv
ha

 

Total 0.1404

No. of Cabins 30
Average Cabin Roof Area 0.00468 ha
Average Cabin Roof Area 46.8 m2

Catchment Tank Volume
m3

 

 

 

Note:
Volumetric Coefficient of Runoff (Cv) values adopted from:
Table 4.11.1 "Pine Rivers Shire Council Design Manual. Design Standards - Part 2 - Drainage - Section 4 - Design Standards. January 2005",

Bo7047