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MCU14/0056 Response to SARA - Consulting Report
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Log in to see the plans as drawnJune 20142014
February
ENGINEERING REPORT
Tincidunt ut
adipiscing elit,
quis nostrud
praeseptatum.
Proposed Mixed Use
Development
Corner Myall Street & Ferrells Road
Cooroy, QLD 4563
Engineering Report & Stormwater
Management Plan
Project No.: 14012
Revision: F
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Full text of sections 2 to 35 (of 321)
Section 2
ENG
Engineering Report & Stormwater Management Plan
Date: 27/01/2015 Document No.: 14012-ENG-04.Docx
By: AvT Revision No.: F
Contents
1. Introduction ...................................................................................................................................... 3
a. Existing Topography ........................................................................................................................ 4
b. Proposed Land Use ......................................................................................................................... 4
2. Erosion and Sediment Control ......................................................................................................... 4
3. Earthworks ....................................................................................................................................... 6
4. Roadworks ....................................................................................................................................... 7
5. Stormwater Drainage ....................................................................................................................... 8
a. Stormwater Quality Management .................................................................................................... 9
b. Water Quality Objectives ............................................................................................................... 10
c. MUSIC Model ................................................................................................................................ 10
d. MUSIC Model Results.................................................................................................................... 17
e. Service Station and Car Wash Treatment ..................................................................................... 18
f. Stormwater Quantity Management ................................................................................................ 20
g. Maintenance .................................................................................................................................. 21
h. Flood Zoning .................................................................................................................................. 23
i. SEQWater...................................................................................................................................... 23
6. Sewer Reticulation ......................................................................................................................... 24
7. Water Reticulation ......................................................................................................................... 25
8. Water Supply Catchment ............................................................................................................... 26
9. Electrical and Telecommunication ................................................................................................. 28
10. Acoustic Assessment..................................................................................................................... 28
11. Development Codes ...................................................................................................................... 29
12. Conclusions ................................................................................................................................... 29
Appendix A - Survey Plan ..................................................................................................................................... 30
Appendix B - Proposed Design Drawings ............................................................................................................. 31
Appendix C - Noosa Erosion and Sediment Control Assessment Form ............................................................... 32
Appendix D - IECA (Australasia) Standard Drawings ........................................................................................... 33
Appendix E - State Planning Policy December 2013 -Healthy Waters development assessment code ............... 34
Appendix F - SPEL Operations and Maintenance Manual .................................................................................... 35
Appendix G - Stormwater360 Operations and Maintenance Manual .................................................................... 36
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Section 3
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Engineering Report & Stormwater Management Plan
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By: AvT Revision No.: F
Appendix H - Detention Calculations .................................................................................................................... 37
Appendix I - Development Codes ......................................................................................................................... 38
Appendix J – SEQWater Approval ........................................................................................................................ 39
Document Status:
REVISION PREPARED BY REVIEWED BY DATE
DRAFT A. van Tonder - 17/04/14
DRAFT A. van Tonder - 16/05/14
A A. van Tonder K. Sani 23/05/14
B A. van Tonder K. Sani 16/06/14
C A. van Tonder - 04/12/14
D A. van Tonder K. Sani 09/01/15
E A. van Tonder K. Sani (RPEQ 10697) 19/01/15
F A. van Tonder K. Sani (RPEQ 10697) 23/01/15
This document is produced by vT Consulting Engineers for the benefit and use by the client in accordance with the
terms of the agreement. vT Consulting Engineers does not and shall not assume any responsibility or liability
whatsoever to any third party arising out of any use or reliance by any third party on the content of this document.
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Section 4
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Engineering Report & Stormwater Management Plan
Date: 27/01/2015 Document No.: 14012-ENG-04.Docx
By: AvT Revision No.: F
1. Introduction
vT Consulting Engineers has been commissioned by Verve Building Design & Concepts to
prepare this engineering services report and stormwater management plan. The development
is located at Corner Myall Street & Ferrells Road, Cooroy QLD 4563 (Lot 4 on SP248479). The
site locality is illustrated in Figure1.1. This report is being submitted to support the
Development Approval for the proposed Mixed Use Development for Noosa Regional
Council’s (NRC) consideration.
This report has been amended in response to NRC’s request for information dated 19 August
2014.
The following report will detail civil engineering requirements for the development.
Street Address Corner Myall St & Ferrells Rd, Cooroy QLD 4563
RP Description Lot 4 on SP248479
Total Site Area 67,710m2
Proposed Use Mixed Use Development
Local Authority Noosa Regional Council
Figure 1.1: Site Layout Plan (Google Maps)
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Section 5
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Engineering Report & Stormwater Management Plan
Date: 27/01/2015 Document No.: 14012-ENG-04.Docx
By: AvT Revision No.: F
a. Existing Topography
The site is currently covered in grass with minimal vegetation except for a dense line of trees
running along the majority of the boundary to the site. A large area (approximately
10,700m2) to the East of the site is considered unusable land and will be left as is and used as
detention if required. There are also significant areas around the boundaries of the site to be
landscaped as buffer zones to the surrounding residential areas.
The levels on the site range from approximately RL121.3 in the South West corner down to
RL104.2 at the Eastern side of the site. A detailed survey has been conducted on this site by
Saunders Havill Group Pty Ltd, dated 17 March 2014. Refer to Appendix A for current survey
plan. The site is currently surrounded by undeveloped land to the South East and residential
land to the North West. The Bruce Highway lies to the South East of the site, and an existing
golf course to the North East of the site.
The existing lot is currently vacant and has not been developed in the past.
b. Proposed Land Use
The proposed development involves a new multi-use development and associated car parking
and internal roadworks. A proposed service station with a small internal shop, and a fast food
drive thru outlet are to be located to the North of the site, with a carwash facility to the South
of this. To the South of the site a proposed caravan tourist park is to be located, with a
proposed storage facility to the West of this.
Refer attached Appendix B for proposed layout plans and details.
2. Erosion and Sediment Control
Using the Noosa Sediment and Erosion Control Assessment form in Appendix C, it is
considered that the erosion risk proposed by the site is high as the proposed development
involves a large area of land which will only be exposed for a minimal amount of time during
the earthworks required for service trenching and constructing the building platforms and
roadworks. The trenches will only be exposed while the services are being installed and then
will be covered by the proposed building works. To further mitigate the impact of the
development construction an Erosion and Sediment Control Plan has been prepared and is
included in Appendix B. Appendix D shows the International Erosion Control Association
Australasia standard drawings and control notes applicable to this development.
The construction contractor is responsible for ensuring that soil and debris does not leave the
site as well as the confines of the construction zone and is not deposited on external roads or
existing in-use areas due to the proposed earthworks and construction activity.
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Section 6
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By: AvT Revision No.: F
Acid Sulphate Soils
The local council is listed in Table 4: Acid sulfate soils-affected local government areas in State
Planning Policy December 2013 and therefore this development application requires
compliance with the State Planning Policy December 2013 acid sulfate soils development
objectives.
Acid sulphate soil testing is typically conducted in areas with reduced levels of less than 5.0m
Australian Height Datum (AHD) as stated in State Planning Policy December 2013. This policy
also states that developments below 20.0m AHD that involve a Material Change of Use or
operational works are required to be assessed against the State Planning Policy December
2013 acid sulfate soils development objectives. As the lowest point on this site is an
approximate level of RL140.2, we believe the probability of acid sulphate soil being present is
low and therefore testing would not be necessary.
As shown by the Cooroy & Lake Macdonald Natural Hazard: Bushfire & Acid Sulfate Soils
Overlay (Map OM3.4), the site is not expected to have acid sulphate soils.
The requirements for Acid Sulphate Testing will be confirmed by a geotechnical engineer prior
to the detailed design stage of this proposed development.
Land Disturbing Activities
Important causes/issues of erosion for this site would consist of the following:
• Precipitation and consequent run-off
• Stripping and removal of topsoil
• Removal of fill
• Other earthwork operations
• Heavy vehicle use on site
• Wind erosion
The proposed development is a short construction period which will be programmed so that
the shortest period of time elapses between ground cover removal and restoration.
Erosion and Sediment Control Measures
Sediment control filter fabric will be securely placed around the perimeter of the construction
site. This will ensure sediment is trapped before being released into the catchment. Refer
Appendix D.
An ESC measure will be provided at any vehicular access points to the site. Construction and
maintenance details are given in Appendix D. A temporary construction entrance will be
provided from Myall Street for access during construction.
A filter sock sediment trap will be utilized on all downstream stormwater inlets. Refer
Appendix D for construction and maintenance details.
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Section 7
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By: AvT Revision No.: F
No clearing will be undertaken unless preceded or accompanied by installation of adequate
run-off and sediment control measures, as described above.
Following practical completion of the project a minimum of 70% coverage of all soil with
ground cover (i.e. topsoiling and seeding) will be provided within 30 calendar days.
During the construction phase spraying of water will be used with care to act as a dust
suppression method.
Monitoring and Maintenance Programs
Water discharge from the site will adhere to a total suspended solid content of less than 50
milligrams per litre and a pH range of between 6.5 and 8.5 at all times. If the pH of the
flocculated water is not achieved than pH adjustments will be required. This could possibly be
done by a dosing of lime.
Site personnel will inspect all erosion and control measures at least at the following
frequencies:
• Daily during construction works,
• Weekly when construction works are not happening,
• Within 24 hours of expected rain, and
• Within 18 hours of an impacting rainfall event.
All erosion and sediment control measures that have an order of efficiency below 75% will be
corrected by the end of that working day.
Staging of ESC Measures
The design of the proposed erosion and sediment control treatment devices is to be
confirmed during detailed design and following confirmation of the construction sequences
for the development. The proposed treatment measures will be designed in accordance with
the International Erosion Control Association Australasia standards and standard drawings to
ensure that the proposed works minimise any impact on the downstream water quality.
3. Earthworks
For the purpose of this proposed development earthworks will be conducted for constructing
the new proposed building platforms and roads. Excavation on site will be required for the
building platforms and service trenches. Any excess cut will need to be removed from the site
by the contractor.
It is anticipated that the proposed earthworks will be staged to minimise exposure of subsoils
as the staged earthworks areas will be smaller and therefore can be more easily managed to
reduce erosion and sediment runoff from the site.
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Section 8
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A geotechnical investigation will be undertaken and a report will be prepared for the site prior
to starting the detailed design stage of the development to ensure that the earthworks and
erosion control measures are designed to suit the site conditions.
4. Roadworks
The proposed development fronts onto both Myall Street and Ferrells Road. External
roadworks are proposed for this development in accordance with the traffic impact
assessment report by Pekol Traffic and Transport, project number 13-081.
A new left turn auxiliary deceleration lane (AUL) into the new development is proposed for
traffic travelling from South to North along Myall Street. Dimensions are outlined in the traffic
impact assessment report and to be detailed as per Austroad’s: Guide to Road Design
Manuals. A channelised right turn treatment (CHR) is proposed for Myall Street at the
entrance to the new development. This is for traffic travelling from North to South along
Myall Street. Dimensions are outlined in the traffic impact assessment report and to be
detailed as per Austroad’s: Guide to Road Design Manuals.
No external roadworks are proposed for Ferrells Road.
Internal roadworks are required for the new proposed multi-use development. Refer
attached Appendix B for proposed layout plans and details. Line marking and signage will be
used through the new proposed development to emphasise the intended direction of
vehicular flow in accordance with the Manual for Uniform Traffic Control Devices (MUTCD).
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Section 9
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Date: 27/01/2015 Document No.: 14012-ENG-04.Docx
By: AvT Revision No.: F
5. Stormwater Drainage
It is proposed that the stormwater drainage for the proposed multi-use development will be
piped to individual in-ground proprietary treatment device and then to bio-retention basins
for each catchment area. Refer attached Appendix B for proposed layout plans and details.
The stormwater from the service station, fast food outlet, food store and car wash areas and
the associated car parking will be treated in an in-ground device and basin to the South of the
car wash area, as well as landscaping around the car parking. The stormwater from the self-
storage unit will be treated in an in-ground device and basin to the East of this unit. The
stormwater from the internal roadway will be treated in the closest stormwater treatment
train. And the stormwater from the tourist park will be treated in an in-ground device and
basin to the East of the tourist park along the edge of the existing overland flow path.
All these individual an in-ground device and bio-retention basins will flow into a large single
detention basin located to the South of the site. It is proposed that the detention basin will
then drain to the existing overland flow path at the South of the site via a new concrete
headwall channelling the stormwater towards the two existing box culverts under Myall
Street. For more details refer to the engineering plans in Appendix B.
As indicated by Cooroy & Lake Macdonald Natural Resources Overlay (Map OM3.5), the site is
located within the Lake Macdonald water supply catchment.
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Section 10
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Engineering Report & Stormwater Management Plan
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By: AvT Revision No.: F
a. Stormwater Quality Management
The proposed stormwater drainage system has been designed to exceed the requirements for
water quality as specified in the State Planning Policy (2013). This is achieved by providing two
treatment measures that can independently treat the stormwater runoff to meet the water
quality objectives. The first system to treat the stormwater runoff is the in ground proprietary
device and the second system is a biofiltration system. Both of these systems have been sized
to independently treat the stormwater runoff on their own, however both will be provided.
Typically both systems will be in use with the runoff from each catchment being first treated
by the in ground system to meet the water quality objectives and then through the
bioretention system which will effectively treat the stormwater runoff twice. In the event that
one of the systems fails then as a backup system the other system will treat the runoff to
meet the water quality objectives.
State Planning Policy
The State Planning Policy December 2013 applies for stormwater quality management and
management of new or expanded non-tidal artificial waterways applies to development that is
outlined below in Table 5.1.
HEALTHY WATERWAYS POLICY CHECKLIST YES / NO
Material change of use for urban purposes that involves a land area
greater than 2500m2 that:
will result in an impervious area greater than 25% of the net
developable area YES
Will result in 6 or more dwellings NO
Reconfiguring a lot for urban purposes that involves a land area
greater than 2500m2 and will result in six or more lots:
YES
Operational works for urban purposes that involve disturbing more
than 2500m2 of land
YES
Table 5.1: Water Quality Objectives
As the proposed development triggers one or more applicable items in the above Table 5.1,
the State Planning Policy December 2013 is applicable and compliance will be expected by the
local government authority.
To achieve the above State Planning Policy outcomes the development is to:
• avoid or minimise development impacts arising from altered stormwater quality and
flow by providing for development and construction activities in accordance with
acceptable design objectives
• avoid or minimise development impacts of waste water (other than contaminated
stormwater) on water quality objectives
• avoid or minimise development impacts arising from the creation or expansion of
non-tidal artificial waterways such as urban lakes
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Section 11
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The proposed development will comply with the State Planning Policy December 2013 -
Healthy Waters policies.
A copy of the completed State Planning Policy December 2013 —Healthy Waters development
assessment code is attached in Appendix E.
b. Water Quality Objectives
Water quality parameters and the proposed limits applicable to this site have been selected in
accordance with South East Queensland Healthy Waterways Partnership’s Water by Design
WSUD Technical Design Guidelines for South East Queensland Version 1 (2006) and MUSIC
Modelling Guidelines for South East Queensland Version (2010).
It is proposed that best practise stormwater treatment be used and therefore it is required to
be demonstrated that achieve the following load reduction targets:
POLLUTANT TYPES WATER QUALITY OBJECTIVE (WQO)
Total Suspended Solids (TSS) 80% reduction of average annual load
Total Phosphorus (TP) 60% reduction of average annual load
Total Nitrogen(TN) 45% reduction of average annual load
Litter/gross pollutants 90% reduction of average annual load
Table 5.2: Water Quality Objectives
c. MUSIC Model
The software program Model for Urban Stormwater Improvement Conceptualisation (MUSIC)
Version 6, was used was used to assess pollutant generation and the performance of the
stormwater treatment measures for the proposed development. Selection and testing of
stormwater management options was undertaken in accordance with MUSIC Modelling
Guidelines prepared by Water by Design (2010).
The MUSIC model was set up using five catchment areas:
1. Service The proposed service station, car wash and main entry roads
2. Storage The proposed self-storage units
3. Tourist The proposed tourist park
4. Future Tourist The possible future tourist park extension
5. Future The possible future development
The catchments where further split to include roof areas, road areas and ground areas in
accordance with the MUSIC Modelling Guidelines prepared by Water by Design (2010).
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Section 12
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The catchments are shown in the figure below.
Figure 5.1: Music Model Catchments
The stormwater quality treatment train used in the MUSIC model is shown in the figure below.
Figure 5.2: Music Model Treatment Parameters – Stormwater360 Only
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Section 13
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Figure 5.3: Music Model Treatment Parameters - Bioretention Only
Figure 5.4: Music Model Treatment Parameters - Bioretention and Stormwater360
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Section 14
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By: AvT Revision No.: F
Music Model Parameters
The split catchment parameters used as the MUSIC Pollutant Export Parameters are shown
below in Table 5.3, and where derived from Table 3.8 of the MUSIC Modelling Guidelines
prepared by Water by Design (2010).
FLOW SURFACE
TSS log10 VALUES TSS log10 VALUES TSS log10 VALUES
TYPE TYPE
Commercial Mean Std. Dev. Mean Std. Dev. Mean Std. Dev.
Roof N/A N/A N/A N/A N/A N/A
Baseflow
Road 0.78 0.39 -0.60 0.50 0.32 0.3
Parameters
Ground 0.78 0.39 -0.60 0.50 0.32 0.3
Roof 1.30 0.38 -0.89 0.34 0.37 0.34
Stormflow
Road 2.43 0.38 -0.30 0.34 0.37 0.34
Parameters
Ground 2.16 0.38 -0.39 0.34 0.37 0.34
Table 5.3: Source Node MUSIC Pollutant Export Parameters
The parameters used as the MUSIC Rainfall-Runoff Parameters are shown below in Table 5.4, and
where derived from Table 3.7 of the MUSIC Modelling Guidelines prepared by Water by Design
(2010).
PARAMETER COMMERCIAL
Rainfall Threshold (mm) 1
Soil Storage Capacity (mm) 18
Initial Storage (% Capacity) 10
Field Capacity (mm) 80
Infiltration Capacity Coefficient - a 243
Infiltration Capacity Exponent – b 0.6
Initial Depth (mm) 50
Daily Recharge Rate (%) 0
Daily Baseflow Rate (%) 31
Daily Deep Seepage Rate (%) 0
Table 5.4: MUSIC Rainfall-Runoff Parameters
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Section 15
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Music Model Treatment Parameters
The bioretention system is designed to treat the stormwater runoff by filtering the runoff
through densely planted vegetation and percolating the runoff through the filter media. The
proposed design is in accordance with the Water Sensitive Urban Design Technical Design
Guidelines (by Water by Design) and a typical system is shown in the figure below.
Figure 5.5: Water By Design Bioretention System
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Section 16
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The bioretention treatment node parameters used in the MUSIC model are shown in the table
below.
Bioretention Bioretention Bioretention Bioretention Bioretention Bioretention
PARAMETER Basin Basin Basin Basin Future Basin Basin
Service Storage Tourist Tourist Future Road
Low Flow By-Pass
0.00 0.00 0.00 0.00 0.00 0.00
(m3/s)
Low Flow By-Pass
100.00 100.00 100.00 100.00 100.00 100.00
(m3/s)
Extended Detention
0.30 0.20 0.20 0.20 0.20 0.20
(m)
Surface Area (m2) 120.0 55.0 65.0 28.0 46.0 10.0
Filter Media Area (m2) 120.0 55.0 65.0 28.0 46.0 10.0
Unlined Filter Media
1.00 1.00 1.00 1.00 1.00 1.00
Perimeter (m)
Sat. Hydraulic
180.00 180.00 180.00 180.00 180.00 180.00
Conductivity (mm/hr)
Filter Depth (m) 0.60 0.60 0.60 0.60 0.60 0.60
TN Content of Filter
800 800 800 800 800 800
Media (mg/kg)
Orthophosphate
Content of Filter 55.0 55.0 55.0 55.0 55.0 55.0
Media (mg/kg)
Exfiltration Rate
0.00 0.00 0.00 0.00 0.00 0.00
(mm/hr)
Is Base Lined? No No No No No No
Vegetated with
Effective Nutrient Yes Yes Yes Yes Yes Yes
Removal plants
Overflow Weir Width
2.00 2.00 2.00 2.00 2.00 2.00
(m)
Underdrain Present? Yes Yes Yes Yes Yes Yes
Submerged Zone With
No No No No No No
Carbon Present?
Table 5.7: Water Quality Treatment Bioretention Node
To assist with the removal of the gross pollutants, it is proposed that Enviropod baskets (or
similarly approved product) be installed in all stormwater gullies and inlets. The treatment
node for these baskets has been provided by SPEL. Refer to Appendix F for the SPEL Enviropod
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Operations and Maintenance Manual. It should be noted that a suitably approved alternative
product may be used.
The rainwater tank treatment node parameters used in the MUSIC model are shown in the
table below.
Rainwater
Rainwater Rainwater Rainwater Rainwater
Tank
PARAMETER Tank Tank Tank Tank
Future
Service Storage Tourist Future
Tourist
Low Flow By-Pass (m3/s) 0.00 0.00 0.00 0.00 0.00
3
Low Flow By-Pass (m /s) 100.00 100.00 100.00 100.00 100.00
Number of Tanks 1 1 1 1 1
Volume Below Overflow Pipe (kL) 3.00 2.00 5.00 5.00 4.00
Depth Above Overflow (m) 0.20 0.20 0.20 0.20 0.20
Surface Area (m2) 2.0 2.0 2.0 2.0 2.0
Initial Volume (kL) 3.00 2.00 5.00 5.00 4.00
Overflow Pipe Diameter (mm) 150 150 150 150 150
Re-use Daily Demand (kL/day) 2.0 0.08 3.6 3.6 3.2
Assumed Number of People per day 50 2 20 20 18
Volume Per Person (L) 40 40 180 180 180
Total Volume Per Day (L) 2000 80 3600 3600 3240
Table 5.8: Rainwater Tank Input Data
Treatment parameters for the in ground proprietary systems have been provided by the
manufacturer. Refer to Appendix G for the Stormwater360 Operations and Maintenance
Manual.
Alternative in Ground Proprietary System
The proposed in ground proprietary system documented within this report is the
Stormwater360 Stormfilter cartridge system. At the time of preparing this report the
Stormwater360 Stormfilter system is the only system that is approved for use by Noosa
Council. However discussions with council have indicated that an alternative product may be
used if the alternative product does become approved for use. Based on these discussions it is
assumed that subject to their approval, council may accept a change in the proprietary
product used.
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d. MUSIC Model Results
Using the MUSIC software the individual treatment trains for each of the four catchment areas
were designed to comply with the water quality objectives (WQO). It was determined that the
water quality objectives for the whole proposed development where met as shown in the
table below:
Pre- Post- Reduction Complying
POLLUTANT TYPES
Development Development (%) With WQO
Total Suspended Solids (kg/yr) 19500 1710 91.2
Total Phosphorus (kg/yr) 37.9 13.0 65.8
Total Nitrogen (kg/yr) 205 112 45.3
Litter/gross pollutants (kg/yr) 1140 0.03 100.0
Table 5.9: Stormwater360 Water Quality Treatment Results
Pre- Post- Reduction Complying
POLLUTANT TYPES
Development Development (%) With WQO
Total Suspended Solids (kg/yr) 19600 3300 83.1
Total Phosphorus (kg/yr) 38.0 15.0 60.4
Total Nitrogen (kg/yr) 204 105 48.5
Litter/gross pollutants (kg/yr) 1140 0 100.0
Table 5.10: Bioretention Water Quality Treatment Results
Pre- Post- Reduction Complying
POLLUTANT TYPES
Development Development (%) With WQO
Total Suspended Solids (kg/yr) 19500 989 94.9
Total Phosphorus (kg/yr) 37.9 10.3 72.8
Total Nitrogen (kg/yr) 205 75.9 62.9
Litter/gross pollutants (kg/yr) 1140 0 100.0
Table 5.11: Total Water Quality Treatment Results
As shown by the above results, the proposed stormwater treatment train adopts best practise
stormwater treatment and will achieve the required Water Quality Objectives even if one of
the two treatment measures should fail.
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Section 19
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e. Service Station and Car Wash Treatment
The treatment of the water runoff from the service station and car wash areas has been
excluded from the MUSIC model as these areas will be treated separately.
Service Station and Car Wash Assessment
While the site is not within Brisbane City Council, the acceptable solutions from the BCC
Guidelines for Stormwater from Service Stations & Fuel Dispensing Areas (FDA) will be used as
a reference for stormwater treatment for the service station and car wash areas under the
building canopy and areas outside of the canopy.
Under Canopy Areas:
• All ground surfaces within the FDA shall be constructed of concrete with all gaps
and/or cracks filled so that the impervious barrier and integrity is maintained.
• The FDA shall be delineated by painted line-work on the ground. Other methods of
delineating the FDA may be used e.g. Roll-over bunds, different colour concretes, etc.
• Signs indicating fate of flow such as “flows to containment vessel” shall be provided in
locations around the under-canopy area
• The area shall be graded to a suitable underground containment vessel (i.e.
sump/tank) compatible with petroleum products and other likely chemicals. The tank
shall have no connections to sewer. The containment vessel shall be constructed of
precast concrete with a minimum certified design life of 50 years and be designed in
accordance with AS 3600 - “Concrete Structures”. All internal concrete surfaces that
may be exposed to contact with petroleum hydrocarbons shall be coated with an
epoxy resin, to a minimum dry film thickness of 200 microns, applied in accordance
with the supplier’s recommendations. Joints shall be made with epoxy or rubber ring
seals. Epoxy joints shall be Megapoxy P1 or approved equivalent and used in
accordance with supplier’s recommendations. For joints using a rubber ring seal, the
rubber type shall be NBR (nitrile) complying with AS 1646.3 (Elastomeric seals for
waterworks purposes – Material requirements for pipe joints seals used in water and
wastewater applications with the exception of natural rubber and polyisoprene
compounds). The ring shall be water tight to 90kPa internal pressure and comply with
the general requirements of AS 1646.1 (Elastomeric seals for waterworks purposes –
General requirements).
• The underground containment vessel shall maintain adequate capacity to contain
both a volume equivalent to at least the volume of the largest tanker compartment
likely to be delivering fuel to the site plus a nominal allowance for windblown rain.
• The roof or canopy shall overhang by a horizontal distance of ¼ of the roof height out
from the vertical above the boundary of the demarcated FDA.
• Preference is for stormwater from roofed areas to be collected in tanks for non-
potable use (e.g. toilet flushing or garden watering). Alternatively, it may be diverted
directly to on-site stormwater infrastructure.
• Bulk fuel transfers may be carried out under the canopy area within a defined Tanker
Delivery Standing Area graded and drained to the underground containment
vessel.
Areas Outside of Canopy:
• All ground surfaces not under canopy shall be constructed of concrete or equivalent
with all gaps and/or cracks filled so that the impervious barrier and integrity is
maintained.
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• Drainage separation options may include grading, bunding, kerbing and/or
channelling.
• Bulk fuel transfers shall be carried out in a defined Tanker Delivery Standing Area. This
area shall normally be drained to the uncovered area stormwater treatment system.
However, during fuel delivery operations, automatic diversion valves shall be used to
divert such drainage to the under-canopy containment vessel. The Tanker Delivery
Standing Area in uncovered locations shall be sized so that the drainage area has a
radius of at least 3 meters and a storage volume equivalent to that of the largest
tanker storage compartment that is expected on site at any given time
• Signs indicating fate of flow such as “flows to creek” shall be provided in locations
around the uncovered area.
Service Station Treatment
The fuel dispensing areas shall be graded to a suitable underground containment and
treatment vessel (i.e. sump/tank) compatible with petroleum products and other likely
chemicals. It is proposed that a SPEL Puraceptor containment system be installed to capture
and retain flows from the fuel dispensing areas.
The SPEL Puraceptor (model P.040.C1.2C) is a 6 minute full retention tank that will hold and
treat all the stormwater runoff from the associated forecourt area catchment area of 538m2.
Based on a rainfall duration of 5 minutes and a rainfall intensity of 245 mm/hr for 20 ARI the
associated runoff is approximately 37l/s. The proposed SPEL Puraceptor P.040.C1.2C can treat
up to 40l/s, therefore it is considered to be suitable for this application.
The SPEL Puraceptor P.040.C1.2C has a spill containment capacity of 9000l which is sufficient
to hold the contents of a fuel tanker in case of an emergency spill.
Refer to Appendix F for the “SPEL Risk Assessment Report for Proposed Service Station
Located at Corner Myall Street & Ferrells Road, Cooroy, QLD” which provides details on the
proposed system and also the stormwater quality treatment provided by the system.
Refer to Appendix F for the “SPEL Puraceptor Operations and Maintenance Manual”.
Alternative Service Station Treatment
Should the SPEL Puraceptor with the accompanying report in Appendix F not be acceptable to
council, then the runoff from the refuelling areas will be directed to a blind sump holding tank
that is not connected to the stormwater system or the sewer system.
Car Wash Treatment
It is anticipated that the water supply for the proposed car wash will be obtained from a
combination of council water, captured roofwater and water reuse. The car wash treatment
and water reuse for this proposed development will be by others during the detailed design
phase of the project and will be subject to plumbing approval.
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Section 21
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f. Stormwater Quantity Management
Noosa Regional Council Policy requires that a development ensure Non Worsening of
stormwater flows up to and including Q100 stormwater events. The proposed development
includes detention basin storage in the South East corner of the site. With this detention
basin, it is considered that the proposed development will not cause any worsening of flows
from the site.
The new proposed multi-use development will have a larger impervious area than the existing
undeveloped site and will require a stormwater detention system to mitigate the effects of
the additional runoff. Detailed calculations of the detention required are included in Appendix
H of this report and are summarised in the table below:
Runoff Coefficient (C10) - Undeveloped: 0.65 tc = 6 min.
Runoff Coefficient (C10) - Developed: 0.85 tc = 6 min.
PARAMETERS
ARI 2yr 5yr 10yr 20yr 50yr 100yr
Rainfall Intensity mm/hr 150.0 184.0 204.0 232.0 268.0 296.0
Frequency Factor fy= 0.85 0.95 1.00 1.05 1.15 1.20
Undeveloped C Cu= 0.60 0.67 0.70 0.74 0.81 0.84
Developed C Cd= 0.70 0.78 0.82 0.86 0.94 0.98
FLOWS
Undeveloped Flow Qu= C*I*A l/s 1248 1711 1997 2385 3018 3478
Developed Flow Qd=Qi= C*I*A l/s 1462 2005 2340 2794 3535 4074
Difference l/s 214 293 342 409 517 596
Outlet Flow Qo = l/s 1248 1711 1997 2385 3018 3478
Table 5.12: Quantity Summary
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Based on the calculated peak flows, the detention volume required for proposed multi-use
development is shown in the table below.
INITIAL VOLUME
Reduction
r= (Qi-Qo)/Qi
ratio 0.146 0.146 0.146 0.146 0.146 0.146
Inflow
Vi= 4tc*Qi/3 l/s
Volume 702 962 1123 1341 1697 1956
3
Culp Vs=(r(1+2r)/3)*Vi m 44 61 71 85 107 123
3
Volume to Boyd Vs=r*V= m 103 141 164 196 248 286
Retain Carroll Vs=(r(3+5r)/8)*Vi m 3
48 66 77 92 116 133
3
Basha Vs=(r(2+r)/3)*Vi m 73 101 118 140 178 205
3
Average Volume to Retain = m 67 92 107 128 162 187
Table 5.13: Detention Summary
Based on these calculations it was determined that a detention storage volume of 187m3 is
required to ensure that the developed flow is equal to or less than the undeveloped flow.
The size of the detention basin will be confirmed during detailed design in conjunction with
the Site Based Stormwater Quantity Management Plan (SBSQMP) prepared by Storm Water
Consulting Pty Ltd. It is noted that the SBSQMP has determined that a detention basin is only
required for Q1, Q5 and Q10 stormwater events therefore the proposed detention basin size
is considered to be suitable for this development.
It is proposed that all runoff from the impervious areas are to be drained to the detention
basin. The detention basin will be owned and maintained by the property owner.
g. Maintenance
Construction Phase Management Plan
Potential construction phase impacts include the following:
• Sedimentation and erosion
• Management of contaminated soils and materials on the site Construction Material (such
as cement)
General
The objective of the Construction Phase Management Plan is to comply with the requirements
of the Queensland Environmental Protection Act 1994 and Environmental Protection (Water)
Policy 2009 so that the environmental values of effected receiving waters are maintained or
enhanced. In essence the purpose of the Plan is to prevent polluted stormwater being
discharged to the local waterways.
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Section 23
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Performance Indicators
The management is not being effective when any of the following occur during the
construction phase of the project.
• The required water quality objectives are not achieved,
• Contaminated water is released off site.
Construction Phase Management of Sedimentation and Erosion
Existing vegetation from site will be removed in stages as required to reduce the likelihood of
surface erosion. A sediment and siltation fence will be erected around the property boundary
to ensure that sediment is not washed off site and onto adjacent properties or roads. Entry
and exit from the site will be restricted to a single stabilised location to minimise the rise of
onsite transport of silt sediment or mud. It is anticipated that a layer of crushed rock will
provide the necessary stabilisation of the access route. If required a specific bunded wash
down area will be provided for the cleaning of plant before leaving the site and all wash down
waste water will be collected. In the event that debris or sediment leaves the site it will be
cleaned.
Management of Contaminated Soils Materials
There are no contaminated soils materials fill on the site. The site is not listed on the public
contaminated site’s register.
Management of Imported Materials
Any material imported to the site including construction materials will be stockpiled in a
location where it cannot contaminate the stormwater system or stormwater runoff.
Complaint Response
The contractor will erect signage at the entrance to the works with contact information,
including afterhours contact numbers. The contractor will properly deal with all complaints.
Monitoring and Reporting
All sediment and erosion control devices will be checked daily and after rainfall events by the
construction site supervisor. Defective or full devices will be cleaned and repaired as
required. Regular inspections and maintenance of the storm water system will be carried out
by the property owner. The civil components (structural and erosion) are to be assessed by a
suitably qualified engineer as required.
Lifecycle cost assessment
There will be no abnormal capital or recurrent costs for the proposed stormwater strategy.
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Section 24
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h. Flood Zoning
The proposed site is not in a recognised flood zone according to the Noosa Regional Council
River Flood Information Map 10-B50 dated September 2012. See Figure 5.4 below for Flood
map. The map shows that there is no flood zone in close proximity to the proposed site,
therefore flooding issues do not apply to this site.
Figure 5.4: Noosa Regional Council River Flood Information Map 10-B50 - September 2012
The proposed site is also shown not to flood on the Cooroy & Lake Macdonald Natural Hazard:
Landslide & Flooding Overlay (Map OM3.3).
Refer to the SBSQMP prepared by Storm Water Consulting for a detailed assessment of the
stormwater quantity in the overland flow path in the South East corner of the development.
i. SEQWater
As the site is located within the Lake MacDonald Water Supply Catchment, Revision C of this
report was submitted to SEQWater for their review and approval of the stormwater quality
and quantity treatment measures proposed.
SEQWater have confirmed that the proposed stormwater system is acceptable in accordance
with the SEQWater “Development Guidelines” and “State Planning Policy—state interest
guideline Water quality”. The SEQWater comments are provided within their email attached in
Appendix J.
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Section 25
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6. Sewer Reticulation
The proposed site is located within the urban footprint of the Cooroy Sewer treatment Plant.
Figure 6.1: Noosa Regional Council Sewer Trunk Infrastructure Maps 4.2 - PFTI - Sewerage
The proposed site is currently not serviced by a council sewer property connection as the
closest sewer is located in Ferrells Road with an invert level of IL116.96, which is higher than
the majority of the site.
A new sewer pump station will be required to service the proposed new multi-use
development. This sewer pump station will be located to the East of the site and just to the
South of the new proposed road entrance from Myall Street. A new internal sewer
reticulation main will run along the verge of the proposed internal road through the centre of
the site. All the internal house drainage from the proposed buildings will connect into this
sewer main and run to the proposed pump station. This will then be pumped to the existing
council sewer infrastructure via an existing man hole in Ferrells Road.
Refer to the Water and Sewerage Network Analysis report by GHD which assesses the possible
impact of the development on the capacity of the adjacent sewer network in accordance with
Unity Waters requirements.
For more details of the sewer reticulation refer to the engineering plans in Appendix B.
Internal house drainage design for this proposed development will be by others.
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Section 26
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7. Water Reticulation
A new domestic water supply is proposed to service the new proposed multi-use
development. A new property connection will be provided to the site from Myall Street.
Associated water connections will be installed on Myall Street. Proposed fire hydrants are
located along the central internal road to service the new proposed buildings and Tourist Park.
For more details refer to the engineering plans in Appendix B.
Refer to the Water and Sewerage Network Analysis report by GHD which assesses the possible
impact of the development on the capacity of the adjacent water network in accordance with
Unity Waters requirements.
Roof water harvesting tanks are proposed for this development as part of the stormwater
quality treatment train and to reduce the water demand on the reticulated town water supply
system.
The collected water is intended to be used for non-potable uses such as toilet flushing and
landscape irrigation. In the event that the roof water harvesting tank is empty after long
periods of drought, the reticulated town water supply system will be used. The reticulated
town water supply system will be protected from potential backflow with the use of a
backflow prevention device that complies with AS/NZS3500.
To reduce the water demand on the roof water harvesting tank and the reticulated town
water supply system it is intended that all fixtures will be water efficient appliances.
The Internal water supply design for this proposed development will be by others.
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Section 27
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8. Water Supply Catchment
The development site is located within the Lake Macdonald Water Supply Catchment, with the
lake being approximately 3.5kms to the North East of the site.
Any development site within the Lake Macdonald Water Supply Catchment could potentially
impact on the runoff entering into the lake, therefore it is important that any development
uses best practise measures within the proposed designs to minimise or reduce the potential
impact.
Development within the Lake Macdonald Water Supply Catchment is to be in accordance with
the following codes and guidelines, which can be found in Appendix I:
• Noosa Council Natural Resources Overlay Code
• SEQ Water Development Guidelines
State Planning Policy - State Interest Guideline for Water Quality
The SPP includes interim development assessment requirements to ensure that state interests
are appropriately considered by local government when assessing development applications
where the local government planning scheme has not yet appropriately integrated the state
interests in the SPP. The requirements should be considered by applicants when preparing a
development application and must be considered by local government when assessing a
development application as assessment manager.
The interim development assessment requirements have been reviewed and the specified
water quality targets have been used for the assessment of this development. It is considered
that the proposed development will achieve the require water quality targets as outlined in
Section 5 of this report.
Erosion and Sediment Control
During the construction phase of the project, there is a potential for erosion of exposed soils
to occur on site. As previously outlined in this report and as shown on the preliminary design
drawings, erosion and sediment control measures will be installed prior to construction and
maintained throughout construction until adequate ground cover is achieved.
The proposed treatment measures will be designed in accordance with the International
Erosion Control Association Australasia standards and standard drawings to ensure that the
proposed works minimise any impact on the downstream water quality.
While every measure may be taken to ensure that the erosion and sediment control measures
are correctly installed and maintained, it is possible that the measures may fail. If this were to
occur, the contractor is to contact Unity Water and SEQ Water to ensure that adequate
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measures are in place at the Lake Macdonald Water Treatment Plant to cope with the
additional sediment from the site.
Earthworks
The earthworks required for the site will potentially be the largest source of sediment runoff
from the site. It is anticipated that the proposed earthworks will be staged to minimise
exposure of subsoils as the staged earthworks areas will be smaller and therefore can be more
easily managed to reduce erosion and sediment runoff from the site. The proposed erosion
and sediment control treatment devices are to be installed and functional prior to starting the
earthworks.
Roadworks
Runoff from the proposed roads is to be treated in accordance with the Water Quality
Objectives outlined in the State Planning Policy 2013. The roads and water quality treatment
devices are to be properly installed by the contractor and maintained by the property owner.
Stormwater
The proposed stormwater drainage system has been designed to exceed the requirements for
water quality as specified in the State Planning Policy (2013). This is achieved by providing two
treatment measures that can independently treat the stormwater runoff to meet the water
quality objectives. The first system to treat the stormwater runoff is the in ground proprietary
device and the second system is a biofiltration system. Both of these systems have been sized
to independently treat the stormwater runoff on their own, however both will be provided.
Typically both systems will be in use with the runoff from each catchment being first treated
by the in ground system to meet the water quality objectives and then through the
bioretention system which will effectively treat the stormwater runoff twice. In the event that
one of the systems fails then as a backup system the other system will treat the runoff to
meet the water quality objectives.
The water quality treatment devices are to be properly installed by the contractor and
maintained by the property owner. In the event that both systems fail then the owner is to
contact Unity Water and SEQ Water to ensure that adequate measures are in place at the
Lake Macdonald Water Treatment Plant to cope with the waste that may leave the site.
Sewer Reticulation
The proposed sewer pump station is to be fitted with emergency storage as well as emergency
alarms. A requirement of the Property Management Plan for the site will be that should the
pump station be nearing capacity the Site Management will shut down all facilities to prevent
additional waste from leaving the site. The owner is to contact Unity Water and SEQ Water to
ensure that adequate measures are in place at the Lake Macdonald Water Treatment Plant to
cope with the waste that may leave the site.
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Property Management Plan
A Property Management Plan is to be prepared and implemented prior to the development
use commencing. The Property Management Plan is to be implemented, maintained and
enforced by the owner of the site.
The Property Management Plan is to include but is not limited to:
• Description of land use and acceptable activities
• Current infrastructure on site including maintenance requirements
• Natural and Cultural resource management
• Landscaping and vegetation management
• Bush fire management plan
• Management of water and waste that may leave the sites
A key issue of the Property Management Plan will be to ensure that stormwater leaving the
site does not impact on the Lake Macdonald Water Supply Catchment and also that waste
from the sewer pump station and land uses does not leave the site. In the event that there is a
spill on site or contaminated water does leave the site, property owner is to immediately
rectify the problem and also inform Unity Water and SEQ Water of the event. By advising both
Unity Water and SEQ Water of the event they will have more time to assess and deal with any
possible impacts on the Lake Macdonald Water Supply.
9. Electrical and Telecommunication
The electrical supply and communications supply for this proposed development will be by
others.
10.Acoustic Assessment
The acoustic requirements and design for this proposed development has been conducted by
others.
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11.Development Codes
Based on all the findings outlined in this report, vT Consulting Engineers believes that there
are no significant engineering issues in relation to this development.
The following applicable Local and State Codes have been completed to address the proposed
development and are included in Appendix I:
• Earthworks Code
• Water Supply and Sewerage Reticulation
• SDAP Code - Stormwater and Drainage Impacts
• Transport Roads and Drainage Code (in conjunction with Traffic Engineer)
• Driveway and Parking Code (in conjunction with Traffic Engineer)
• Natural Resources Overlay Code
• SEQ Water Development Guidelines
12.Conclusions
vT Consulting Engineers has undertaken a review of civil engineering services required for the
proposed development located at Corner Myall Street & Ferrells Road, Cooroy QLD 4563.
Based on all the findings outlined in this report, vT Consulting Engineers believes that there are
no significant engineering issues in relation to this development.
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Appendix A - Survey Plan
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Section 32
APPROVED APPROVED
COMPANY COMPANY LEGEND
ISO9001 ISO14001
Quality Environmental
Management Systems Management Systems
by Survey by Records
Certification
Services
Certification
Services O/H ELECTRICITY
U/G ELECTRICITY
O/H TELSTRA
U/G TELSTRA
U/G DRAINAGE
SEWERAGE
WATER
GAS
FENCE
SYMBOLS ABBREVIATIONS
Sewer Manhole MH Manhole
Gully Trap SL Surface Level
Stormwater Manhole IL Invert Level
Fire Hydrant BM Bench Mark
Valve Diameter
Water Meter RCP Reinforced Concrete Pipe
Electricity Box / Pillar GI Galvanised Iron
Electric Light Pole
Power Pole Trunk diameter,
Electricity Manhole Height,
Electricity Pit Spread (canopy diameter)
Traffic Signal Pit
Traffic Light
Telstra Manhole
Telstra Pit
Tree / Shrub
NOTES
This Plan has been prepared from a combination of field survey
and existing records for the purpose of showing the physical
features of the land to assist in designing future development, and
should not be used for any other purpose.
The title boundaries shown hereon were not verified or marked at
the time of survey, but were determined by existing title
dimensions and occupation (where available), not by field
measurement. As such, these dimensions could be out of date
and incorrect by modern standards. This plan should not be used
for building to boundary, or to prescribed set-backs, without further
boundary survey.
Services shown hereon were located where possible by field
survey. If not able to be so located, known services have been
shown from the records of the relevant authorities or service
providers where available and have been noted accordingly on
this plan. All services shown from records only will need
verification prior to, or during work on site.
Prior to any demolition, excavation or construction on site, the
relevant authority should be contacted for:
* Verification of all services plotted from records only, and
* Possible location of any services altered since this survey was
completed or any new services installed either on or adjacent to
the site.
Before starting any demolition, excavation or construction on
the site, the relevant person should make an independent and
updated enquiry of "dial before you dig" and any relevant
service providers to ascertain the existence of further
services (if any) and the accurate location of those not able to
have been surveyed at the time of preparing this plan.
* No responsibility can be accepted by Saunders Havill Group Pty
Ltd, for any damage caused to any underground service or any
loss or injury so suffered if enquiry and verification have not been
completed in accordance with this note.
** This note is an integral part of this plan/data. Reproduction of
this plan or any part of it without this note being included in full will
render the information shown on such reproduction invalid and not
suitable for use.
Scale 1:500 - Lengths are in Metres.
5 0 5 10 15 20 25 30 35 40 45 50 55 60 65 70
No. by Date Description Surveyed: NC
A AJB 25/03/14 Original Issue
Plan of Level Datum: AHD der. Lot Description surveying
Date: 17/03/14 DETAIL PLAN Origin of Levels: PM171964 Lot 4 on SP248479 Scale @A0 1: 500
Drawn: AJB RL of Origin: 117.348
@A2 1: 1000
Issues
Project
Date: 19/03/14 125 MYALL STREET, COOROY Contour Interval: 0.5m
Locality of Cooroy
Parish of Teewantin
Checked: Client VERVE BUILDING DESIGN & CONCEPTS County of March Dwg No. 6520 S 01 DT A
Section 33
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Appendix B - Proposed Design Drawings
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Section 34
PROJECT:
GENERAL NOTES PROPERTY DESCRIPTION:
1.
2.
PRIOR TO COMMENCEMENT OF WORKS THE CONTRACTOR IS TO IDENTIFY AND BE
SATISFIED OF THE CORRECT LOCATION OF ALL EXISTING SERVICES WHETHER INDICATED
OR NOT ON THE PLANS. ANY DAMAGE TO EXISTING SERVICES IS TO BE RECTIFIED AT THE
CONTRACTOR'S EXPENSE.
ANY WORK ON EXISTING SERVICES THAT REQUIRE RELOCATION BY AUTHORITIES SHALL
PROPOSED MIXED USE DEVELOPMENT SITE ADDRESS: 125 MYALL STREET
COOROY QLD 4563
BE CARRIED OUT BY THE RELEVANT AUTHORITY BUT WITHIN TERMS OF THE CONTRACT PROPERTY DESCRIPTION: LOT 4 on SP248479
AND SHALL BE CO-ORDINATED BY THE CONTRACTOR.
3. PRIOR TO COMMENCEMENT OF WORKS THE CONTRACTOR WILL PROVIDE SCOUR AND
EROSION PROTECTION INCLUDING PROVISION OF SEDIMENT TRAPS AND FENCES TO
MINIMISE DEPOSITION OF MATERIAL ONTO DOWNSTREAM OF THE PROPERTY AS
INDICATED ON THE DRAWINGS.
CORNER MYALL STREET & FERRELLS ROAD COOROY QLD 4563 LOCALITY OF COOROY
PARISH OF TEEWANTIN
COUNTY OF MARCH
4. THIS DRAWING SHALL BE READ IN CONJUNCTION WITH ALL OTHER WORKING DRAWINGS PROPERTY DETAILS: SINGLE TITLE
AND SPECIFICATION AND WITH SUCH OTHER WRITTEN INSTRUCTIONS AS MAY BE ISSUED
DURING THE COURSE OF CONSTRUCTION. ALL DISCREPANCIES AND VARIATIONS SHALL TENANT/S: UNKNOWN
BE REFERRED TO THE ENGINEER BEFORE PROCEEDING WITH THE WORK.
5. ALL LEVELS ARE TO BE TO A.H.D LEVEL DATUM P.S.M. SURVEY ORIGIN IS PERMANENT
BENCHMARK NO. PM171964 RL117.348
6. ALL WORK TO CONFORM TO SUNSHINE COAST COUNCIL (SCC) STANDARDS AND
W
LEGEND
T
SPECIFICATIONS UNLESS OTHER WISE SHOWN ON PLANS OR DIRECTED BY THE
SUPERINTENDENT.
7. SETOUT TO ARCHITECTS DETAILS UNLESS NOTED OTHERWISE (UNO). EXISTING PROPERTY BOUNDARY
8. ALL 'WORKS AS CONSTRUCTED' INFORMATION SHALL BE SUPPLIED IN BOTH HARD COPY
EXISTING CONTOUR - MAJOR
T
AND ELECTRONIC DATA FORMAT TO THE REQUIRED AUTHORITIES.
9. DIMENSIONS SHALL NOT BE OBTAINED BY SCALING THE DRAWINGS. EXISTING CONTOUR - MINOR
10. 'U.N.O.' STANDS FOR UNLESS NOTED OTHERWISE.
EXISTING BUILDING
N
W
T
IN CASE OF DOUBT, ASK! X X X X X X X X ABANDON EXISTING SERVICE
W
W EXISTING ROAD CROWN
WARNING T /////
T
EXISTING EDGE OF BITUMEN
THE ALIGNMENT & LEVEL OF EXISTING SERVICES SHOWN ON THIS DRAWING HAS BEEN COMPILED W
EXISTING KERB AND CHANNEL
FROM SURVEY DATA & COUNCIL RECORDS & IS INDICATIVE ONLY. PRIOR TO COMMENCING N SW EXISTING STORMWATER DRAINAGE
W
N
> >>
W
CONSTRUCTION THE CONTRACTOR IS TO CONFIRM THE ALIGNMENT & LEVEL OF ALL SERVICES
T
EXISTING STORMWATER TABLE DRAIN
AFFECTED BY THE PROPOSED WORKS.
S EXISTING SEWER
T
W EXISTING WATER
NB
RTW EXISTING RETAINING WALL
SW
T W
EXISTING FENCE - TYPE 1
II
II
N
E EXISTING ELECTRICAL
W
T
NB
SW
T
EU EXISTING ELECTRICAL UNDERGROUND
EXISTING ELECTRICAL OVERHEAD
N
FH
T EXISTING COMMUNICATIONS
SW
T W
NB
W PROPERTY BOUNDARY
T
EASEMENT BOUNDARY
W
T
1.00 CONTOUR - MAJOR
NB
W
BUILDING
W
T W SW
ROAD CONTROL LINE
N
SW
ROAD CROWN
STW
W
/////
EDGE OF BITUMEN
NB
W
T
FH KERB
KERB AND CHANNEL
W
W
CONCRETE FOOTPATH
N
SWW
SW SW STORMWATER DRAINAGE
NB
SERVICE STATION
SWT
T
RW RW ROOFWATER DRAINAGE
> > > > STORMWATER TABLE DRAIN
T
S S SEWER
W
RM RM SEWER RISING MAIN
NB
N
W
W W WATER
CAR WASH
T
T
SW RTW RETAINING WALL
S
RM NB NB ACOUSTIC BARRIER
W
W
FH
SW
NB
W
FH
EARTHWORKS TOP OF BATTER
1
W SW
W EARTHWORKS BOTTOM OF BATTER
S
AD
RM
N
RT
W SEDIMENT FENCE
RO
I
I
I
I
I
W
W >> >> SEDIMENT CATCH DRAIN - DIRTY
S
E
NB
W
SW
> > > > > SEDIMENT CATCH DRAIN - CLEAN
W
AT
RM
SW
RM RT W
IV
T
W
W W FH
PR
SELF STORAGESW
T
RSM W
FH
EU
S
SW
S
NB
RM
FUTURE
W
W
SW RMS W
SW
S
SW
RM
SW
NB
T
S W
W
S
SW
RM
RM FH
S W
SW
NB
S
SW
SW
RM
RM
S W
W
FH
SW
SW
NB W
W
S
NB W
FH
TOURIST PARK
SW
NB
S
EU
NB SW
W
NB
EU
NB
S
NB
NB
EU
EU
SW
EU
OVERALL LAYOUT PLAN
SCALE 1:1000
CLIENT: SCALE: AS SHOWN DRAWN: AvT PROJECT: JOB No.:
PROPOSED MIXED USE DEVELOPMENT
SHEET SIZE: A1 DESIGN: AvT
CNR. MYALL ST & FERRELLS RD COOROY QLD
14012
DATUM: AHD CHECKED: AvT
COPYRIGHT: THIS DOCUMENT IS AND SHALL REMAIN APPROVED: DRAWING TITLE: DRAWING No.: REV.:
0 10 20 30 40 50 B 09.01.15 LAYOUT REVISED AvT AvT THE PROPERTY OF vT CONSULTING ENGINEERS. THIS
PRELIMINARY COVER SHEET
A: PO Box 26, Carina QLD 4152
B
DOCUMENT MAY ONLY BE USED FOR THE PURPOSE
A 23.05.14 ORIGINAL ISSUE AvT AvT E: [email protected]
FOR WHICH IT WAS COMMISSIONED AND IN
ACCORDANCE WITH THE TERMS OF ENGAGEMENT. A. K. SANI P000
SCALE 1:1000
REV. DATE: AMENDMENT: BY: APP: W: vtce.com.au UNAUTHORISED USE OF THIS DOCUMENT IN ANY
RPEQ: 10697 DATE: 09.01.15 AND OVERALL LAYOUT PLAN NOT FOR CONSTRUCTION
Section 35
EROSION AND SEDIMENT CONTROL NOTES SEDIMENT BASIN MAINTENANCE PROGRAM SEDIMENT CONTROL BASIN CALCULATIONS
1. THE EROSION AND SEDIMENT CONTROL WILL COMPLY WITH: 1. WITHIN 24 HOURS OF THE CONCLUSION OF EACH STORM EVENT GYPSUM CALCULATIONS TO I.E.C.A. BEST PRACTICE EROSION & SEDIMENT CONTROL
LEGEND
WILL BE USED FOR SEDIMENT FLOCCULATION. GYPSUM IS TO BE MIXED AS A BOOK 2 APPENDIX B EXISTING PROPERTY BOUNDARY
SLURRY AND APPLIED AT THE FOLLOWING RATE:
- THE INSTITUTE OF ENGINEERS AUSTRALIA'S EROSION AND SEDIMENT CONTROL (A) GYPSUM - 32kg PER 100m3 OF STORED WATER. BASIN TYPE F (WET) EXISTING CONTOUR - MAJOR
ENGINEERING GUIDELINES FOR QUEENSLAND CONSTRUCTION SITES - JUNE 1996. DESIGN VOLUME STORAGE = REFER TO SEDIMENT BASIN DESIGN TABLE EXISTING CONTOUR - MINOR
2. EXISTING GRASSED AREAS CLEAR OF EARTHWORKS TO BE MAINTAINED DURING DESIGN STORM
2. DECANT AFTER FLOCCULATION ONCE WATER QUALITY OBJECTIVE OF NOT
CONSTRUCTION. LESS THAN 50 MILLIGRAMS PER LITRE OF TOTAL SUSPENDED SOLID
AVERAGE RAINFALL INTENSITY FOR EXISTING BUILDING
3. PROVIDE EROSION CONTROL DEVICE 3M (MAXIMUM) DOWNSTREAM OF ALL STORMWATER CONTENT, TURBIDITY < 70NTU AND A PH RANGE OF 6.5 - 8.5 HAVE BEEN 1 in 1 YEAR ARI , 120hr STORM (mm/hr) X X X X X X X X ABANDON EXISTING SERVICE
DRAINAGE OUTLETS. ACHIEVED. IF A PUMP IS USED, THEN DECANTING MUST CEASE PRIOR TO RUNOFF COEFFICIENT
4. ADDITIONAL CONTROL DEVICES SHALL BE PLACED, WHERE DIRECTED BY THE
EXISTING ROAD CROWN
SETTLED SEDIMENT BEING DRAWN INTO THE INTAKE PIPE. WQO'S TO BE CV = 0.30 (GROUP C - 22.5mm/hr) /////
SUPERINTENDENT. ALTERNATIVE DESIGNS TO BE APPROVED BY THE SUPERINTENDENT ACHIEVED AND BASIN DEWATERED WITHIN 5 DAYS. EXISTING EDGE OF BITUMEN
PRIOR TO CONSTRUCTION. 3. SEDIMENT EXTRACTED FROM BASIN TO BE REMOVED WITH BOBCAT, SETTLING VOLUME EXISTING KERB AND CHANNEL
5. WOVEN WIRE TO BE FASTENED SECURELY TO FENCE POSTS WITH WIRE TIES OR STAPLES. BACKHOE (OR SIMILAR) AND SUITABLY DISPOSED OF IN SEDIMENT DUMPS, R = K1 x I(1y.120hr) + K2 SW
6. FILTER CLOTH TO BE FASTENED SECURELY TO WOVEN WIRE FENCE WITH TIES SPACED EXISTING STORMWATER DRAINAGE
OR DRIED AND REMOVED FROM SITE. R = 12.9 x 1.34 + 9.9
7.
EVERY 600MM AT TOP OF MID SECTION.
WHEN TWO SECTIONS OF FILTER CLOTH ADJOIN EACH OTHER THEY SHALL BE
4. INSTALL 2 STD. FLOOD INDICATOR POST, ONE AT EACH END OF BASIN. R = 27.186 (y%, 5 DAY) > >> EXISTING STORMWATER TABLE DRAIN
SEDIMENT TO BE CLEANED OUT ONCE IT HAS REACHED A HEIGHT OF 0.4m S EXISTING SEWER
OVERLAPPED BY 150MM AND FOLDED. ON EITHER INDICATOR POST. Vs = 10 x R x Cv x A
POSTS: STAR PICKETS OR 50MM X 50MM HARDWOOD W EXISTING WATER
5. RECORDS OF SEDIMENT BASIN WATER QUALITY RESULTS TO BE Vs = 10 x 27.186 x 0.42 x 5.04
FENCE: WOVEN WIRE 14 GAUGE. 150MM MAXIMUM MESH OPENING. RTW EXISTING RETAINING WALL
W
MAINTAINED AND COPY KEPT ONSITE. RECORDS TO BE MADE AVAILABLE TO Vs = 576m3
T
FILTER CLOTH: FILTER AS SPECIFIED (TERRAM 1000, POLYFELT TS 500 BIDIM U24 OR COUNCIL OFFICERS UPON REQUEST.
SETTLING DEPTH EXISTING FENCE - TYPE 1
II
II
EQUIVALENT).
= 1.0m E EXISTING ELECTRICAL
PREFABRICATED UNIT: GEOFAB, ENVIROFENCE, OR APPROVED EQUIVALENT.
EU EXISTING ELECTRICAL UNDERGROUND
T
8. CONTRACTOR TO PROVIDE FAUNA SPOTTER TO LOCATE AND REMOVE WILDLIFE PRIOR TO BASIN DIAMENSIONS
START OF CONSTRUCTION. MIDDLE AREA (SETTLING ZONE) EXISTING ELECTRICAL OVERHEAD
N
576/1.0 = 576m2 T EXISTING COMMUNICATIONS
EROSION AND SEDIMENT CONTROL STAGING NOTES
N
W
T
LENGTH = 42.0m PROPERTY BOUNDARY
W
1. CLEARING/EARTHWORKS W WIDTH = 14.0m
INSTALL DEVICES DOWNSTREAM OF ALL DISTURBED AREAS PRIOR TO START OF WORKS. EASEMENT BOUNDARY
T SIDE SLOPES = 1 in 3
T
2. TRENCHING/SERVICES 1.00 CONTOUR - MAJOR
MAINTAIN DEVICES DOWNSTREAM OF ALL TRENCHES. TRENCH MATERIAL TO BE REMOVED SURFACE AREA (BASE SETTLING ZONE)
W MIDDLE ZONE LESS 1.8m FOR SLOPE BUILDING
OR REPLACED IN TRENCH AS SOON AS POSSIBLE. N
DEPTH 0.6m ROAD CONTROL LINE
W
3. ROADWORKS CD
N
>
W
T
USE HAYBALES AND SAND BAGS ON GULLY GRATES PRIOR TO SURFACING. LENGTH = 40.2m ROAD CROWN
I
4. FINAL WIDTH = 12.2m
>
/////
EDGE OF BITUMEN
T
LEAVE ALL DEVICES IN PLACE UNTIL GRASS COVER IS SUFFICIENT TO PREVENT
I
SIDE SLOPES = 1 in 3
>
SCOURING. KERB
NB
SEDIMENT STORAGE
>>
I
KERB AND CHANNEL
>
SW
50% OF Vs
T W
CONCRETE FOOTPATH
>
I
VOLUME (MIN. REQUIRED) = 288m3
N
SW SW STORMWATER DRAINAGE
W
>
CLEAN WATER
T
VOLUME (ACTUAL)= 294m3
NB
SW
T
RW RW
I
SEDIMENT CATCH DRAIN CD DEPTH = 0.60m ROOFWATER DRAINAGE
>
> > > > STORMWATER TABLE DRAIN
>>
>
I
FH
POSSIBLE STOCKPILE LOCATION SEDIMENT FENCE S S SEWER
SW
T W
NB
CONTRACTOR TO ENSURE ALL
>
RM RM
I
ROADS ARE KEEP CLEAN AT SEDIMENT FENCE W SEWER RISING MAIN
CHECK DAM (CD)
T
ALL TIMES. TYPICAL W W WATER
W
I
>
T
1m WIDE RTW RETAINING WALL
NB
W
>>
SEDIMENT NB NB
W
I
ACOUSTIC BARRIER
>
T W
WEIR
N
CATCH DRAIN - TEMPORARY CULVERT EARTHWORKS TOP OF BATTER
I
>
SW
EARTHWORKS BOTTOM OF BATTER
STW
CROSSING WITH 150mm THICK LAYER OF
SW
I
W
50-75mm AGGREGATE TO FORM TEMPORARY
>
I
SEDIMENT FENCE
NB
I
I
I
I
I
ACCESS SURFACE
>> >>
W
T
SEDIMENT CATCH DRAIN - DIRTY
I
>>
FH
>
I
I I EXISTING OPEN CHANNEL - TEMPORARY > > > > > SEDIMENT CATCH DRAIN - CLEAN
W
CD
CULVERT CROSSING WITH 150mm THICK
W
>
I
N
LAYER OF 50-75mm AGGREGATE TO FORM
SWW
NB
SERVICE STATION TEMPORARY ACCESS SURFACE
>
SWT
I
T
GATE 1
>>
>
I
T
CONSTRUCTION ENTRY/ EXIT
W
I
NB >
I
I SEDIMENT FENCE INLET PROTECT AROUND
I
N
W
>
I HEADWALL WITH 1m WIDE SEDIMENT WEIR
I
CAR WASH
T
T
I
I
SW
>>
>
S
I
I
I RM
W
W
FH
>
SW
NB
W
FH
I
I
I CD SEDIMENT FENCE
1
W SW
W
S
AD
>
RM
I
N
RT
I
I
W
RO
W
I
>> S
I DIRTY WATER SEDIMENT
I
W
S
E
The text continues on section 36.