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Stormwater Management Plan
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Conceptual Stormwater Management Plan Proposed Car Park Lot 30 on SP170751 115 Eumundi Noosa Road Noosaville Revision: Original 14 March 2018 Project No: K4277-0002
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Section 2
Good Shepherd Lutheran College Odyssey Consulting Group
Proposed Unit Development Conceptual Stormwater Management Plan
Lot 30 on SP170751 Project No: K4277
115 EUMUNDI NOOSA ROAD, NOOSAVILLE
Document Control
Revision Date Details Author Checked Approved
Draft 14 March 2018 Issued for Approval AJP AP AP
Original 15 March 2018 Update to Appendices AJP AP AP
Reviewed by
Reg. No. Signed Date
RPEQ
Aaron Pianta 10423 14 March 2018
A person using Odyssey Consulting Group documents or data accepts the risk of:
a) Using the documents or data in electronic form without requesting and checking them for accuracy against the original hard
copy version.
b) Using the documents or data for any purpose not agreed to in writing by Odyssey Consulting Group.
K4277-0002 14 March 2018 Page i of iii
Section 3
Good Shepherd Lutheran College Odyssey Consulting Group
Proposed Unit Development Conceptual Stormwater Management Plan
Lot 30 on SP170751 Project No: K4277
115 EUMUNDI NOOSA ROAD, NOOSAVILLE
TABLE OF CONTENTS
1.0 INTRODUCTION .................................................................................................................................................. 1
1.1 Background ................................................................................................................................................ 1
1.2 Scope .......................................................................................................................................................... 1
2.0 DESCRIPTION OF SUBJECT SITE ........................................................................................................................... 2
2.1 Location...................................................................................................................................................... 2
2.1.1 Site Topography.......................................................................................................................... 2
2.1.2 Vegetation and Land Use ........................................................................................................... 2
2.2 Proposed Development.............................................................................................................................. 3
3.0 SITE HYDROLOGY AND HYDRAULICS ................................................................................................................... 3
3.1 Background ................................................................................................................................................ 3
3.2 Predevelopment ......................................................................................................................................... 3
3.2.1 Catchment Definition and Lawful Point of Discharge ................................................................. 3
3.2.2 Coefficient of Runoff ................................................................................................................... 3
3.2.3 Time of Concentration ................................................................................................................ 4
3.2.4 Design Flow Rates ...................................................................................................................... 4
3.3 Post Development ...................................................................................................................................... 5
3.3.1 Catchment Definition and Lawful Point of Discharge ................................................................. 5
3.3.2 Coefficient of Runoff ................................................................................................................... 5
3.3.3 Time of Concentration ................................................................................................................ 5
3.3.4 Design Flow Rates ...................................................................................................................... 5
3.4 External Catchments .................................................................................................................................. 6
3.4.1 Catchment Definition.................................................................................................................. 6
3.4.2 Coefficient of Runoff ................................................................................................................... 6
3.4.3 Time of Concentration ................................................................................................................ 6
3.4.4 Design Flow Rates ...................................................................................................................... 7
3.4.5 External Catchment Channel Conveyance .................................................................................. 7
4.0 STORMWATER DETENTION ................................................................................................................................. 7
4.1 Objective .................................................................................................................................................... 8
4.2 Hydraulic Model ......................................................................................................................................... 8
4.3 Detention Volume ...................................................................................................................................... 8
5.0 WATER QUALITY ASSESSMENT ..........................................................................................................................10
5.1 Background .............................................................................................................................................. 10
5.2 Water Quality Objectives ......................................................................................................................... 10
5.3 Construction Phase .................................................................................................................................. 10
5.3.1 Common Pollutants .................................................................................................................. 10
5.3.2 Performance Criteria ................................................................................................................ 11
5.3.3 Sediment and Erosion Controls ................................................................................................. 11
5.3.4 Water Quality Monitoring and Inspections .............................................................................. 12
5.3.5 Reporting .................................................................................................................................. 12
5.4 Operational Phase .................................................................................................................................... 12
5.4.1 Stormwater Quality Improvement Devices ............................................................................... 12
5.4.2 Design Parameters of the Stormwater Quality Improvement System ...................................... 13
5.4.3 Post Development Modelling Results - Mitigated .................................................................... 14
6.0 OPERATIONAL PHASE MAINTENANCE REQUIREMENTS ......................................................................................14
6.1 Bio-retention Basin Maintenance ............................................................................................................ 14
6.2 Permeable Pavement Maintenance ......................................................................................................... 15
7.0 CONCLUSIONS ...................................................................................................................................................16
K4277-0002 14 March 2018 Page ii of iii
Section 4
Good Shepherd Lutheran College Odyssey Consulting Group
Proposed Unit Development Conceptual Stormwater Management Plan
Lot 30 on SP170751 Project No: K4277
115 EUMUNDI NOOSA ROAD, NOOSAVILLE
FIGURES
Figure 1: Subject Site - Locality Plan (modified from maps.google.com.au) ................................................................. 2
Figure 2: Aerial Photograph (modified from google maps.google.com.au) .................................................................. 3
Figure 3: Mitigated Post Development Catchment Q100 Flow Rates ........................................................................... 9
Figure 4: Music Modelling Treatment Train ................................................................................................................ 13
TABLES
Table 1: Site Description .............................................................................................................................................. 1
Table 2: Pre Development Coefficients of Runoff ........................................................................................................ 4
Table 3: Pre Development Time of Concentration ...................................................................................................... 4
Table 4: Catchment A - Pre Development Internal Catchment Peak Flow Rates ......................................................... 4
Table 5: Post Development Catchment Impervious Properties ................................................................................... 5
Table 6: Post Development Coefficients of Runoff ...................................................................................................... 5
Table 7: Catchment A - Post Development Peak Flow Rates ....................................................................................... 6
Table 8: External Catchment ........................................................................................................................................ 7
Table 9: External Catchment A Peak Flow Rates .......................................................................................................... 7
Table 10: Peak Discharge Rate for Site (m3/s) ............................................................................................................... 8
Table 11: Detention Tank A Parameters ........................................................................................................................ 9
Table 12: Comparison of Pre Development, Post Development and Mitigated Flow Rates for Catchment B ............... 9
Table 13: Construction Phase Key Pollutants............................................................................................................... 11
Table 14: Construction Phase Water Quality Performance Criteria ............................................................................ 11
Table 15: Treatment Train Effectiveness of Proposed SQID ........................................................................................ 14
Table 16: Bio-retention Basin Maintenance Schedule ................................................................................................. 15
APPENDICES
Appendix A: Skyline Surveyors, Contour and Detail Survey (Ref: 21 April 2017)
Appendix B: Burling Brown Architects, Proposed Landscape Plan (Ref: GSL06/L1-01/P3)
Appendix C: Odyssey Consulting Group, Pre Development Catchment Plan (Ref: K4277/P005/A)
Appendix D: Odyssey Consulting Group, Post Development Catchment Plan (Ref: K4277/P006/A)
Appendix E: Odyssey Consulting Group, External Catchment Plan (Ref: K4277/P011/A)
Appendix F: Odyssey Consulting Group, Stormwater Management Plan (Ref: K4277/P007/A)
Odyssey Consulting Group, Stormwater Detention and Bioretention Details (Ref: K4277/P010/A)
Appendix G: Odyssey Consulting Group, Sediment and Erosion Control Plan and Details (Ref: K4277/P008/A & Ref:
K4277/P009/A)
K4277-0002 14 March 2018 Page iii of iii
Section 5
Good Shepherd Lutheran College Odyssey Consulting Group
Proposed Unit Development Conceptual Stormwater Management Plan
Lot 30 on SP170751 Project No: K4277
115 EUMUNDI NOOSA ROAD, NOOSAVILLE
1.0 INTRODUCTION
1.1 Background
Odyssey Consulting Group (ODC) has been commissioned by Good Shepherd Lutheran College to
prepare a Conceptual Stormwater Management Plan (CSWMP) for the Proposed Car Park at 115
Eumundi Noosa Road, Noosaville.
2
The subject site is described in Table 1 and has a total area of 5,014 m .
Table 1: Site Description
Developer Lot and Property Description Street Address
115 Eumundi Noosa Road,
Good Shepherd Lutheran College Lot 30 on SP170751
Noosaville
In preparing the CSWMP ODC has considered the applicable requirements for the management of the
stormwater quantity measures appropriate for the subject site and proposed development.
1.2 Scope
This CSWMP details the conceptual planning, layout and design of the stormwater management
infrastructure for both the construction and operational phases of this development.
This CSWMP aims to:
Establish the required performance criteria for the proposed stormwater quantity and
quality management systems;
Provide a conceptual design of stormwater infrastructure including stormwater quantity and
quality management controls where required;
Provide guidelines for stormwater quality during construction and operational phase;
Ensure stormwater runoff is conveyed through the site to a lawful point of discharge in
accordance with QUDM and Council’s Planning Scheme Policy; and
Provide reporting and monitoring mechanisms whereby the performance of this system can
be measured enabling identification of corrective actions/alterations required to ensure the
above mentioned objectives are maintained.
This CSWMP has been prepared in accordance with the IEAust, (National Committee on Water
Engineering), Australian Runoff Quality (Draft), Queensland Urban Drainage Manual (QUDM) and
Noosa Shire Council, Noosa Plan 2006.
K4277-0002 14 March 2018 Page 1 of 16
Section 6
Good Shepherd Lutheran College Odyssey Consulting Group
Proposed Unit Development Conceptual Stormwater Management Plan
Lot 30 on SP170751 Project No: K4277
115 EUMUNDI NOOSA ROAD, NOOSAVILLE
2.0 DESCRIPTION OF SUBJECT SITE
2.1 Location
The subject site is located on Eumundi Noosa Road in Noosaville indicated in Figure 1.
Subject Site
Figure 1: Subject Site - Locality Plan (modified from maps.google.com.au)
2.1.1 Site Topography
The site grades south towards Walter Hay Drive North frontage with the highest point located on the
northern boundary of the site at 12.74 m AHD and the lowest point located in the southern corner at
8.8 m AHD.
Refer to Skyline Surveyors, Contour and Detail Survey (Ref: 21 April 2017) in Appendix A for
topographical information.
2.1.2 Vegetation and Land Use
The site is currently vacant land and is utilised as at times for car parking. The site has poor grass
cover and areas consisting of loose gravel with small pockets of medium to large trees along the
north, south and west boundaries. An aerial photograph is illustrated in Figure 2 below.
K4277-0002 14 March 2018 Page 2 of 16
Section 7
Good Shepherd Lutheran College Odyssey Consulting Group
Proposed Unit Development Conceptual Stormwater Management Plan
Lot 30 on SP170751 Project No: K4277
115 EUMUNDI NOOSA ROAD, NOOSAVILLE
Subject Site
Figure 2: Aerial Photograph (modified from google maps.google.com.au)
2.2 Proposed Development
The proposed development involves construction of a sealed carpark. Refer to the attached plan
Burling Brown Architects, Master Plan (Ref: SK-01) in Appendix B.
3.0 SITE HYDROLOGY AND HYDRAULICS
3.1 Background
The following sections define the parameters of the sites hydraulics. The Rational Method has been
applied to define flow rates at and through the subject site.
3.2 Predevelopment
3.2.1 Catchment Definition and Lawful Point of Discharge
The pre development scenario consists of an internal and small external catchment and small external
catchment that conveys the stormwater to the south and west boundaries of the site where it
discharges to the nature strip and into existing roadside kerb and channel along Eumundi Noosa Road
and Walter Hay Drive, which represents the sites Lawful Point of Discharge (LPOD).
The pre development catchments and LPOD are shown on ODC, Pre Development Catchment Plan
(Ref: K4277/P005/A) in Appendix C.
3.2.2 Coefficient of Runoff
A coefficient of runoff (Cy) was calculated for the site in accordance with the fraction impervious
method from QUDM. A fraction impervious value of 0.00 was applied. With a 1 hour 10 year rainfall
of 72.3 mm/hr and with reference to QUDM Table 4.05.3(a) the C10 coefficients of runoff was
determined to be 0.70.
With reference to QUDM Table 4.05.2, by applying the frequency factors for the standard storms of 2,
5, 10, 20, 50 and 100 years result in the following pre development coefficients of runoff as shown in
Table 2.
K4277-0002 14 March 2018 Page 3 of 16
Section 8
Good Shepherd Lutheran College Odyssey Consulting Group
Proposed Unit Development Conceptual Stormwater Management Plan
Lot 30 on SP170751 Project No: K4277
115 EUMUNDI NOOSA ROAD, NOOSAVILLE
Table 2: Pre Development Coefficients of Runoff
Catchment 2 5 10 20 100
A 0.60 0.67 0.70 0.74 0.84
3.2.3 Time of Concentration
To calculate the time of concentration for the internal catchment the Friends Equation (tc =
0.333 0.2
(107nL )/S ) from QUDM has been applied for overland sheet flow with the remaining distance
calculated as concentrated flow. Please refer to Table 3 for the calculated time of concentration.
Table 3: Pre Development Time of Concentration
Time of concentration
Catchment Catchment Concentrated
Catchment 2 Overland flow flow
Area (m ) Properties Total tc
Friend’s Equation QUDM Figure
4.09
Open Horton’s (n) =
Space/parks – 0.045
A 5,014 Light cover L = 90 m n/a 12.50 min
bushland / poor Slope = 4.38%
grass cover t = 12.5 min
3.2.4 Design Flow Rates
Design storm flow rates have been calculated for standard storms with an ARI of 2, 5, 10, 20, 50 and
100 years for the pre development case using design rainfall intensities from the Bureau of
Meteorology Rainfall IFD Data System. The Rational Method (Q = 2.78 x 10-3 CIA) has been used to
calculate the required design flow rates for the subject site. The calculated pre development peak
flows for the subject site are presented in Table 4.
Table 4: Catchment A - Pre Development Internal Catchment Peak Flow Rates
Average Recurrence
ARI 2 5 10 20 100
Interval
Coefficient of Runoff C 0.60 0.67 0.70 0.74 0.84
Average Rainfall Intensity
I 114.91 142.10 157.53 178.98 228.29
(mm/h)
Area of Catchment (ha) A 0.501 0.501 0.501 0.501 0.501
3
Peak Flow Rate (m /s) Q 0.095 0.132 0.154 0.183 0.267
K4277-0002 14 March 2018 Page 4 of 16
Section 9
Good Shepherd Lutheran College Odyssey Consulting Group
Proposed Unit Development Conceptual Stormwater Management Plan
Lot 30 on SP170751 Project No: K4277
115 EUMUNDI NOOSA ROAD, NOOSAVILLE
3.3 Post Development
3.3.1 Catchment Definition and Lawful Point of Discharge
The post development scenario consists of two internal catchments that convey the stormwater to
the south and west of the site. Catchment A discharges into existing Council stormwater
infrastructure on Eumundi Noosa Road on the western site boundary. Catchment B discharges into
existing Council stormwater infrastructure on Walter Hay Drive off the southern corner of the site.
These discharge points represents the Lawful Points of Discharge (LPOD) for the site.
The post development catchment area and lawful point of discharge is shown on the Odyssey
Consulting Group, Post Development Catchment Plan (Ref: K4277/P006/A) included as Appendix D.
3.3.2 Coefficient of Runoff
The post development coefficient of runoff (C year) was determined based on the fraction impervious
2
(fi) method as specified in QUDM. The proposed development has a total impervious area of 4,513 m
1
which equates to a fraction impervious value of 0.9. Using a one hour, ten year rainfall intensity ( I10)
of 72.3 mm/hr, a C10 value of 0.88 has been adopted for the post development scenario.
With reference to QUDM Table 4.05.3, applying the frequency factors for the standard storms of 2,
10, 20 and 100 years results in the following post development coefficients of runoff as shown in
Table 5.
Table 5: Post Development Catchment Impervious Properties
2 2
Catchment Impervious Area (m ) Catchment Area (m ) Fraction Impervious C10
A 3,220 3,578 0.90 0.88
B 1,292 1,436 0.90 0.88
With reference to QUDM Table 4.05.2, by applying the frequency factors for the standard storms of 2,
5, 10, 20, 50 and 100 years result in the following pre development coefficients of runoff as shown in
Table 6.
Table 6: Post Development Coefficients of Runoff
Catchment 2 5 10 20 100
A&B 0.75 0.84 0.88 0.92 1.06
3.3.3 Time of Concentration
Both post development catchments will have a standard time of concentration of five (5) minutes for
paved areas.
3.3.4 Design Flow Rates
Design storm flow rates have been calculated for standard storms with an ARI of 2, 5, 10, 20, 50 and
100 years for the post development case using design rainfall intensities from the Bureau of
Meteorology. The Rational Method (Q = 2.78 x 10-3 CIA) has been used to calculate the required
design flow rates for the subject site. The calculated post development peak flows for this subject site
are presented in Table 7.
K4277-0002 14 March 2018 Page 5 of 16
Section 10
Good Shepherd Lutheran College Odyssey Consulting Group
Proposed Unit Development Conceptual Stormwater Management Plan
Lot 30 on SP170751 Project No: K4277
115 EUMUNDI NOOSA ROAD, NOOSAVILLE
Table 7: Catchment A - Post Development Peak Flow Rates
Catchment A
Average Recurrence
ARI 2 5 10 20 100
Interval
Coefficient of Runoff C 0.75 0.84 0.88 0.92 1.06
Average Rainfall Intensity
I 164.1 201.6 223.0 252.6 320.6
(mm/h)
Area of Catchment (ha) A 0.358 0.358 0.358 0.358 0.358
3
Peak Flow Rate (m /s) Q 0.122 0.168 0.195 0.232 0.337
Catchment B
Average Recurrence
ARI 2 5 10 20 100
Interval
Coefficient of Runoff C 0.75 0.84 0.88 0.92 1.06
Average Rainfall Intensity
I 164.1 201.6 223.0 252.6 320.6
(mm/h)
Area of Catchment (ha) A 0.144 0.144 0.144 0.144 0.144
3
Peak Flow Rate (m /s) Q 0.049 0.067 0.078 0.093 0.135
3.4 External Catchments
The subject site and the surrounding area were examined to determine if any external catchments
will contribute to the subjected site. The size of external catchments has been determined based on
ground contours, existing roads and existing stormwater infrastructure. An external catchment has
been identified to the North of the subject site. The external catchment has been analysed to ensure
drainage has been sufficiently sized to convey external flows.
The rational method has been utilised to calculate the peak flow rates. The parameters adopted in the
rational method have been selected to reflect the current use of the external catchment.
3.4.1 Catchment Definition
One external catchment has been considered for analysis. External Catchment A has an area of 419
m² and currently discharges stormwater along the northern boundary of the subject site.
The external catchment is shown on the Odyssey Consulting Group, External Catchment Plan (Ref:
K4277/P011/A) included as Appendix E.
3.4.2 Coefficient of Runoff
The coefficient of runoff (Cy) was determined based on the fraction impervious (f i) method as
specified in QUDM. A fraction impervious value of 0.10 has been adopted in accordance with QUDM,
Table 4.05.1 Fraction impervious vs development category. The adopted fraction impervious value
1
reflects the potential fully developed future land use. Using a one hour, ten year rainfall intensity ( I10)
of 72.3 mm/hr, a C10 value of 0.70 has been adopted for External Catchment A.
3.4.3 Time of Concentration
To calculate the time of concentration for the external catchment the Friends Equation (tc =
0.333 0.2
(107nL )/S ) from QUDM has been applied for overland sheet flow with the remaining distance
calculated as concentrated flow. Please refer to Table 3 below for the calculated time of
concentration.
K4277-0002 14 March 2018 Page 6 of 16
Section 11
Good Shepherd Lutheran College Odyssey Consulting Group
Proposed Unit Development Conceptual Stormwater Management Plan
Lot 30 on SP170751 Project No: K4277
115 EUMUNDI NOOSA ROAD, NOOSAVILLE
Table 8: External Catchment
Time of concentration
Catchment Catchment Concentrated
Catchment 2 Overland flow flow
Area (m ) Properties Total tc
Friend’s Equation QUDM Figure
4.09
Open Horton’s (n) =
Space/parks – 0.035
A 449 Light cover L = 31 m n/a 11.04 min
bushland / poor Slope = 4.38%
grass cover t = 11.04 min
3.4.4 Design Flow Rates
Design storm flow rates have been calculated for standard storms with an ARI of 2, 10, 20 and 100
years for the external catchments using design rainfall intensities from the Bureau of Meteorology.
The Rational Method (Q = 2.78 x 10-3 CIA) has been used to calculate the design flow rates.
The peak flows for the external catchments are presented in Table 9.
Table 9: External Catchment A Peak Flow Rates
Average Recurrence Interval ARI 2 5 10 20 100
Coefficient of Runoff C 0.60 0.67 0.70 0.74 0.84
Area of Catchment (ha) A 0.042 0.042 0.042 0.042 0.042
Average Rainfall Intensity (mm/h) I 121.1 149.7 166.0 188.6 240.5
Peak Flow Rate (m3/s) Q 0.008 0.012 0.014 0.016 0.024
3.4.5 External Catchment Channel Conveyance
External Catchment A
External Catchment A currently discharges stormwater through the site. Flows from External
Catchment A will be captured in a field inlet in the subject site’s north eastern corner and conveyed to
Council stormwater infrastructure on the north eastern boundary. For details and locations of the
proposed field inlet refer to Odyssey Consulting Group, Stormwater Management Plan (Ref:
K4277/P007/A) included as Appendix F.
4.0 STORMWATER DETENTION
The development of land will potentially increase peak flow rates from the subject site due to
increased impervious areas and a reduced critical time of concentration. The following section
provides preliminary details of an onsite detention system ensuring there will be no adverse impacts
associated with the increased runoff rate on downstream properties and infrastructure.
K4277-0002 14 March 2018 Page 7 of 16
Section 12
Good Shepherd Lutheran College Odyssey Consulting Group
Proposed Unit Development Conceptual Stormwater Management Plan
Lot 30 on SP170751 Project No: K4277
115 EUMUNDI NOOSA ROAD, NOOSAVILLE
4.1 Objective
In accordance with Urban Stormwater Quality Planning Guidelines 2010 (DERM USQG) the following
objective has been set for stormwater discharge from the site and proposed development:
No net increase in peak flows from the subject site for all events up to the Q 100 storm event
during the post developed condition.
This objective shall be achieved by detaining site runoff within a detention tank located within the
development.
4.2 Hydraulic Model
A calculation of the required detention volume to mitigate any increase in total site discharge rates
has been made using the DRAINS software programme.
DRAINS modelling has been adopted at the preliminary planning stage to ensure that the detention
tank volume is estimated with a higher degree of confidence. As finished site levels and internal pipe
levels are still approximate, this initial calculation is an estimate but is accurate enough to progress
the design with confidence.
The DRAINS model comprised of two post development Catchments. Catchment A flows shall be
directed towards existing stormwater infrastructure located in Eumundi Noosa Road via a detention
basin. Catchment B flows shall be directed towards existing stormwater infrastructure located in
Walter Hay Drive.
The 2, 10 and 100 year ARI storm events were analysed for all standard durations ranging from 10
minutes to 180 minutes. It was determined that the 25 minute storm is the critical duration for the
peak site discharge for both the pre development and post development scenarios. The combined
peak discharge rates for the site calculated by the DRAINS model is shown below for both scenarios.
Table 10: Peak Discharge Rate for Site (m3/s)
Q2 Q10 Q100
Pre Development 0.104 0.169 0.277
Post Development (unmitigated) 0.174 0.280 0.440
As the development will increase peak discharge rates from the site, onsite detention will be required
to attenuate runoff to pre development levels.
4.3 Detention Volume
The following detention storage parameters were found to achieve the target mitigated pre
development flow rates:
K4277-0002 14 March 2018 Page 8 of 16
Section 13
Good Shepherd Lutheran College Odyssey Consulting Group
Proposed Unit Development Conceptual Stormwater Management Plan
Lot 30 on SP170751 Project No: K4277
115 EUMUNDI NOOSA ROAD, NOOSAVILLE
Table 11: Detention Tank A Parameters
2
Detention Tank Surface Area 100 m
Detention Tank Invert Level 9.14 m
Detention Tank Height 1.26 m
Low Flow Outlet Pipe Diameter 300 mm @ Invert of tank
Low Flow Orifice Diameter 210 mm
High Flow Orifice Diameter 110 mm
High Flow Outlet Pipe Invert Level 9.63 m
Over Flow Outlet Diameter 150 mm
Over Flow Outlet Pipe Invert Level 9.95 m
3
Detention Volume 126 m
The 25 minute design storm was the critical storm event for determining the required volume within
the tank. A comparison of the pre development, post development and mitigated flow rates based on
the above arrangement is shown in Table 12 followed by the hydrograph in Figure 3 for the critical
duration of the Q100 storm event.
Comparison of Pre Development, Post Development and Mitigated Flow Rates for Catchment B
Table 12: Comparison of Pre Development, Post Development and Mitigated Flow Rates for Catchment B
Average Recurrence Interval 2 10 100
DRAINS Pre Development 3
m /s 0.104 0.169 0.277
Flow Rate
DRAINS Post Development
3
Flow Rate m /s 0.174 0.280 0.448
Catchment A Q100
DRAINS Mitigated 3
m /s 0.104 0.169 0.277
Development Flow Rate
Figure 3: Mitigated Post Development Catchment Q100 Flow Rates
Catchment A will be collected by a detention tank to mitigate flows to less than that of the pre
development scenario and will discharge to a LPOD on Eumundi Noosa Road. With reference to Figure
3 the detention arrangement can be seen to effectively mitigate the post development flows in all
storm events for the proposed site.
K4277-0002 14 March 2018 Page 9 of 16
Section 14
Good Shepherd Lutheran College Odyssey Consulting Group
Proposed Unit Development Conceptual Stormwater Management Plan
Lot 30 on SP170751 Project No: K4277
115 EUMUNDI NOOSA ROAD, NOOSAVILLE
3
The hydraulic analysis using the DRAINS model has determined that a minimum of 126 m of storage
is required for runoff attenuation and is to be provided in the form of a detention tank located within
the open space area. Refer to Odyssey Consulting Group, Stormwater Management Plan (Ref:
K4277/P007/A) and Odyssey Consulting Group, Stormwater Detention and Bio retention Details (Ref:
K4277/P010/A) included as Appendix F, for details of the tank arrangement, indicative location and
preliminary stormwater layout. The final location onsite and construction levels will be determined at
detailed design stage.
A copy of the DRAINS model used in this report can be made available to Council upon request.
5.0 WATER QUALITY ASSESSMENT
5.1 Background
The development of land has the potential to increase the pollutant loads within stormwater runoff
and downstream watercourses.
During the construction phase of the development disturbance to the vegetation on the site has the
potential to significantly increase sediment loads entering downstream watercourses. The operational
phase of the development will increase the density of residential land use potentially increasing the
amount of sediments and nutrients washing from the site.
The following sections describe the predicted increase in pollutant loads generated by the proposed
development and treatment devices to mitigate the potential increases. In accordance with industry
guidelines suspended solids, nitrogen and phosphorus will be targeted for reduction during the
operational phase of the development.
5.2 Water Quality Objectives
To protect the water quality of the downstream watercourses the following water quality objective
has been applied to stormwater runoff from the site in accordance with State Planning Policy. The
following load reduction targets must be achieved when assessing the post-developed sites treatment
train (comparison of unmitigated developed case versus developed mitigated case):
80% reduction in Total Suspended Sediment (TSS);
45% reduction in Total Nitrogen (TN);
60% reduction in Total Phosphorus (TP); and
90% reduction in litter (sized 5 mm or greater)
5.3 Construction Phase
A high risk of stormwater pollution will occur from the site during the construction phase due to
erosion and sediment transportation off site to the receiving environment. The majority of this risk
results from construction activities disturbing the site and exposing areas of soil to the direct erosive
influence of the environment. The following section outlines the procedures necessary to minimise
erosion and control sediment during construction in accordance with Department of Environment and
Resource Management’s, Urban Stormwater Quality Planning Guidelines, 2010, (DERM USQG). and
the Institution of Engineers Australia (QLD) Erosion and Sediment Control Guidelines.
5.3.1 Common Pollutants
In accordance with Table 1.1 (DERM USQG, 2010) the following common pollutants have been
identified for the Construction Phase of this development.
K4277-0002 14 March 2018 Page 10 of 16
Section 15
Good Shepherd Lutheran College Odyssey Consulting Group
Proposed Unit Development Conceptual Stormwater Management Plan
Lot 30 on SP170751 Project No: K4277
115 EUMUNDI NOOSA ROAD, NOOSAVILLE
Table 13: Construction Phase Key Pollutants
Pollutant Sources
Litter Paper, construction packaging, food packaging, cement bags, material off cuts.
Sediment Exposed soils and stockpiles during earthworks and building works.
Fuel and oil spills, leaks from construction equipment and temporary car park
Hydrocarbons
areas.
Cement slurry, asphalt primer, solvents, cleaning agents, and wash waters (e.g.,
Toxic Materials
from tile works).
Acids of Alkaline
Acid sulphate soil, cement slurry and wash waters.
Substances
5.3.2 Performance Criteria
The following site discharge pollutant criteria have been adopted for water quality monitoring during
the construction phase of the development.
Table 14: Construction Phase Water Quality Performance Criteria
Pollutant Criteria
Total Suspended Solids 90th percentile <50mg/L
pH 6.5 – 8.5
Dissolved Oxygen 90th percentile >80% saturation or 6mg/L
Hydrocarbons No visible sheen on receiving waters
Litter No visible litter washed from site.
As recommended by Acid Sulphate Soil Management Plan (If
Cations and Anions
Applicable to Development).
5.3.3 Sediment and Erosion Controls
Sediment and erosion control devices (S&EC) employed on the site shall be designed and constructed
in accordance with the IECA, Best Practice Erosion and Sediment Control Guidelines (2008) as shown
on Odyssey Consulting Group, Sediment and Erosion Control Plan and Details (Ref: K4277/P008/A &
Ref: K4277/P009/A) included as Appendix G.
Pre-Construction:
Stabilised access/exit to the works area;
Sediment fences to be located along the contour lines downstream of disturbed areas;
Dust fencing to be installed as required; and
Educate site personnel to the requirements of Erosion and Sediment Control Plan.
Initial Construction – Bulk Earthworks:
Maintain construction access/exit, sediment fencing, dust fences and all other existing
controls as required.
Second Stage Construction:
Maintain construction access/exit, sediment fencing, dust fences and all other existing
controls as required;
Progressively revegetate finished areas where applicable; and
Drainage structure protection around field inlets and gully pits.
During construction, all areas of exposed soils allowing dust generation are to be suitably treated.
Treatments will include mulching the soil and watering. Road accesses are to be regularly cleaned to
prevent the transmission of soil on vehicle wheels and eliminate any build-up of typical road dirt and
tyre dusts from delivery vehicles.
Adequate waste disposal facilities are to be provided and maintained on the site to cater for all waste
materials such as litter hydrocarbons, toxic materials, acids or alkaline substances.
K4277-0002 14 March 2018 Page 11 of 16
Section 16
Good Shepherd Lutheran College Odyssey Consulting Group
Proposed Unit Development Conceptual Stormwater Management Plan
Lot 30 on SP170751 Project No: K4277
115 EUMUNDI NOOSA ROAD, NOOSAVILLE
5.3.4 Water Quality Monitoring and Inspections
To ensure that the water quality objectives are being met during the construction phase of the
development water quality monitoring shall be conducted at a monitoring station downstream of the
works. Water quality monitoring shall use a calibrated probe and/or sampling and testing at a NATA
registered laboratory.
Location: Monitoring Station downstream of the proposed works.
Parameters: Site discharge criteria.
Frequency: Following at least 30 mm of rainfall in a 24 hour period.
The contractor shall be responsible for the inspection and maintenance of all sediment and erosion
control devices. Additional controls and review of existing controls shall be undertaken in response to
the results of the above-mentioned monitoring program.
5.3.5 Reporting
An inspection report shall be written by a suitably qualified and experienced scientist/engineer
following each water quality monitoring episode. The report shall include at least the following
information.
Name, address and real property description for the development site;
Council file reference number (if known);
Monitoring locations;
Performance criteria;
Results for each monitoring location, identifying any breaches of performance criteria, and
Recommended corrective actions to be taken and additional sediment and erosion controls,
if required.
Inspection reports shall be provided to the contractor for their action and compilation in an on-site
register. If the above-mentioned performance criteria are exceeded and results from the downstream
monitoring stations show significant deterioration from upstream results (if applicable), the
contractor shall implement all recommendation of the inspection report within (1) working day of
receipt of the report.
5.4 Operational Phase
The following sections provide details of the stormwater quality improvement devices (SQID’s)
proposed for the operational phase of the development. Odyssey Consulting Group, Stormwater
Management Plan (Ref: K4277/P007/A) and Odyssey Consulting Group, Stormwater Detention and
Bioretention Details (Ref: K4277/P010/A) included as Appendix F illustrates the size and location of
the proposed SQID’s.
MUSIC Version 6.1.0 has been used for modelling of the proposed treatment train.
5.4.1 Stormwater Quality Improvement Devices
Site runoff will be directed across permeable pavements into two bio-retention basins located at the
South and West of the site. The proposed treatment train for the development is shown in Figure 4.
K4277-0002 14 March 2018 Page 12 of 16
Section 17
Good Shepherd Lutheran College Odyssey Consulting Group
Proposed Unit Development Conceptual Stormwater Management Plan
Lot 30 on SP170751 Project No: K4277
115 EUMUNDI NOOSA ROAD, NOOSAVILLE
Figure 4: Music Modelling Treatment Train
5.4.2 Design Parameters of the Stormwater Quality Improvement System
Detailed design of the stormwater treatment train shall be in accordance with the WSUD, Technical
Design Guidelines for South East Queensland – Version 1 (June 2006).
BIO-RETENTION BASINS
A bio-retention basin is designed to pond stormwater allowing it to percolate through a layer of filter
media, typically sandy loam. Runoff passing through the filter media is collected with perforated pipe
discharging to the downstream drainage infrastructure. The Bio-retention basins shall be located to
treat all stormwater from development area.
The bio-retention basins have been modelled with the following properties:
Filter media Sandy Loam;
5 – 10% Organic Content in accordance with
AS1289.4.1.1;
Average D50 0.45 mm;
Ksat 180 mm/hr;
TN Content = 400 mg/kg
Orthophosphate Content = 20 mg/kg
Filter media depth 0.40 m;
Drainage layer 0.20 m;
Extended detention depth 0.15 m;
Seepage 0 mm/hr;
2 2
Filter Area Basin 1: 20m , Basin 2: 4m ;
2 2
Surface Area Basin 1: 20m , Basin 2: 4m .
K4277-0002 14 March 2018 Page 13 of 16
Section 18
Good Shepherd Lutheran College Odyssey Consulting Group
Proposed Unit Development Conceptual Stormwater Management Plan
Lot 30 on SP170751 Project No: K4277
115 EUMUNDI NOOSA ROAD, NOOSAVILLE
The permeable pavement has been modelled with the following properties:
Filter media Sandy Loam;
5 – 10% Organic Content in accordance with
AS1289.4.1.1;
Average D50 0.45 mm;
Ksat 360 mm/hr;
Filter media depth 0.40 m;
Extended detention depth 0.1 m;
Seepage 0 mm/hr;
2 2
Filter Area Pavement 1: 69m , Pavement 2: 150m ;
2 2
Surface Area Pavement 1: 69m , Pavement 2: 150m .
5.4.3 Post Development Modelling Results - Mitigated
The stormwater quality improvement device (SQID) will reduce the amount of sediments and
nutrients discharging from the proposed residential development. Table 15 illustrates the treatment
train effectiveness of the proposed SQID’s.
Table 15: Treatment Train Effectiveness of Proposed SQID
Parameter Post Post Mitigated Reduction (%) Water Quality Objectives
Flow (ML/yr) 6.24 6.19 0.8 -
TSS (kg/yr) 1400 154 89 80%
TP (kg/yr) 2.73 0.654 76 60%
TN (kg/yr) 13 7.06 45.8 45%
Gross Pollutants (kg/yr) 144 0 100 90%
The results demonstrate that the proposed SQID meet the intended water quality objectives for flow,
suspended solids, phosphorous and nitrogen levels.
6.0 OPERATIONAL PHASE MAINTENANCE REQUIREMENTS
The proposed stormwater management devices will require maintenance and monitoring to ensure
that they function as designed. The following section provides an outline of the necessary
maintenance tasks for the proposed devices.
6.1 Bio-retention Basin Maintenance
The most intensive period of maintenance is during the plant establishment period (first two years)
when weed removal and replanting may be required. It is also the time when large loads of
sediments could impact on plant growth particularly in developing catchments with poor building
controls.
Maintenance is primarily concerned with:
Maintenance of flow to and through the bio-retention basin;
Maintaining vegetation;
Preventing undesired overgrowth vegetation from taking over the bio-retention basin;
Removal of accumulated sediments; and
Litter and debris removal.
K4277-0002 14 March 2018 Page 14 of 16
Section 19
Good Shepherd Lutheran College Odyssey Consulting Group
Proposed Unit Development Conceptual Stormwater Management Plan
Lot 30 on SP170751 Project No: K4277
115 EUMUNDI NOOSA ROAD, NOOSAVILLE
Vegetation maintenance will include:
Fertilising plants;
Removal of noxious plants or weeds; and
Re-establishment of plants that die.
Sediments accumulated at the inlets need to be monitored. Depending on the catchment activities
the deposition of sediment can tend to smother plants and reduce the ponding volume available.
Should excessive sediment build-up it will impact on the plant health and require removal before it
reduces the infiltration rate of the filter media. The proposed SQIDs will require regular maintenance
and monitoring to ensure that they function as designed.
Table 16: Bio-retention Basin Maintenance Schedule
Bio-retention Basin Maintenance Checklist
Inspection Frequency: 3 Monthly Date of Visit:
Location:
Description:
Site Visibility:
Action Required
Inspection Items Yes No
(Details)
Sediment accumulation at inflow points?
Litter basin?
Erosion at inlet or other key structures (e.g. crossovers)?
Traffic damage present?
Evidence of dumping (Building waste, oils etc)?
Vegetation condition satisfactory (density, weeds etc)?
Replanting required?
Mowing required?
Clogging of drainage points (sediment or debris)?
Evidence of ponding?
Damage/vandalism to structures present?
Surface clogging visible?
Drainage system inspected?
Resettling of system required?
Comments:
6.2 Permeable Pavement Maintenance
Sediment accumulated over the permeable pavement needs to be monitored. Should excessive
sediment build-up it will reduce the permeability of the pavers, thereby inhibiting filtration through
the pavers. The proposed SQIDs will require regular maintenance and monitoring to ensure that they
function as designed.
K4277-0002 14 March 2018 Page 15 of 16
Section 20
Good Shepherd Lutheran College Odyssey Consulting Group
Proposed Unit Development Conceptual Stormwater Management Plan
Lot 30 on SP170751 Project No: K4277
115 EUMUNDI NOOSA ROAD, NOOSAVILLE
Maintenance is primarily concerned with:
Maintenance of flow to and across the permeable pavement;
Preventing undesired overgrowth vegetation;
Removal of accumulated sediments; and
Litter and debris removal.
7.0 CONCLUSIONS
Odyssey Consulting Group has been commissioned by Good Shepherd Lutheran College to prepare a
Conceptual Stormwater Management Plan (CSWMP) for the Proposed Carpark at 115 Eumundi Noosa
Road, Noosaville.
This CSWMP details the conceptual planning, layout and design of the stormwater management
infrastructure for both the construction and operational phases of this development.
Hydraulic analysis demonstrated that the development will result in an increase in peak runoff as
3
compared with the pre development scenario. A detention tank with 126 m of volume is proposed to
mitigate the development flows.
A sediment and erosion control plan is provided for the construction phase of the development and
shall be implemented by the contractor and developer. A combination of two bio retention basins, 20
2 2 2
m and 4m respectively and 219m of permeable pavement is proposed for the operational phase of
the development to treat stormwater runoff.
K4277-0002 14 March 2018 Page 16 of 16
Section 21
Good Shepherd Lutheran College Odyssey Consulting Group
Proposed Unit Development Conceptual Stormwater Management Plan
Lot 30 on SP170751 Project No: K4277
115 EUMUNDI NOOSA ROAD, NOOSAVILLE
APPENDIX
A
Skyline Surveyors
Contour and Detail Survey
(Ref: 21 April 2017)
K4277-0002 14 March 2018 Appendix i of vii
Section 22
Skyline Surveyors
Suite 11C
Brightwater Corporate Centre PHONE
07 5493 4877
69 Attenuata Drive
MOUNTAIN CREEK QLD 4557
E: [email protected]
W: www.skysurv.com.au
Section 23
Good Shepherd Lutheran College Odyssey Consulting Group
Proposed Unit Development Conceptual Stormwater Management Plan
Lot 30 on SP170751 Project No: K4277
115 EUMUNDI NOOSA ROAD, NOOSAVILLE
APPENDIX
B
Burling Brown Architects
Proposed Landscape Plan
(Ref: GSL06/L1-01/P3)
K4277-0002 14 March 2018 Appendix ii of vii
Section 24
BURLING BROWN ARCHITECTS
17 SHORT ST SOUTHPORT QLD 4215 AUSTRALIA
PO BOX 930 SOUTHPORT QLD 4215 AUSTRALIA
P +61 7 5532 2044
BURLINGBROWN.COM ABN 35 071 453 257
GSL06 | LANDSCAPE DESIGN INTENT
PLANT PALETTE
in e
GSL06_March 2018 Issue A
NSC - rl
te
NSC - NSC - Landscape wa
rm
Landscape Landscape policy 3 - Site Ecological
sto es
policy 3 - policy 3 - noted Assessment g lin
CODE Botanical Name Common Name RE 12.9-10.4 Pot Size Comments t in ra
Woodland / Rainforest "Preferred (observed site is lst
ex te
LI-01
Open / Closed Koala species) g
is t in
Forest Forest Shelter
ex
Tree"
GROUNDCOVERS AND TUFTING PLANTS
CIS ant Cissus antarctica(*) Kangaroo Vine X 140mm
GAH asp Gahnia aspera Saw Sedge X 140mm Bio basin planting existing power pole
GAH sie Gahnia sieberiana Saw Sedge X 140mm Bio basin planting w
HIB sca Hibbertia scandens (*) Guinea Flower X 140mm
ath
HIB ves Hibbertia vestita var. vestita Hairy Guinea Flower X 140mm tp
oo
JUN usi Juncus usitatus Common Rush 75mm Bio basin planting ef
FIC nod Ficinia nodosa Knobby Head Club Rush 75mm Bio basin planting ret
t nc
LOM con Lomandra confertifolia subsp. pallida Mat Rush X X 140mm Bio basin planting/general landscape co
ng
LOM hys Lomandra hystrix Mat Rush X 140mm Bio basin planting/general landscape i st i
PAN jas Pandorea jasminoides(*) Bower of Beauty X X 140mm ex
w
SHRUBS
ALP cae Alpinea caerulea Native Ginger X 140mm
BAE vir Baeckea virgata Twiggy Myrtle X 140mm
BAN rob Banksia robur Swamp Banksia X 140mm Bio basin planting/general landscape
LANDSCAPE INTENT
BAN spi Banksia spinulosa Hairpin Banksia X X 200mm
BAU rub Bauera rubignosa Soft Twig Rush X 140mm d t e
BOR ros Boronia rosmarinifolia Forest Boronia X 140mm sw lin
AD
ry
CAL pac Callistemon pachyphyllus Swamp Callistemon X 140mm da 1
un
RO
COR pet Cordyline petiolaris Broad Leafed Palm Lily X 140mm 2
CRI ped Crinum pedunculatum Swamp Lily X 140mm
bo
3
ENTRY
SA
DOD tri Dodonaea triquetra Hop Bush X X 140mm 4
GOO rot Goodenia rotundifolia Star Goodenia X 140mm h 5
at
O EXIT
ne
HIB het Hibiscus heterophyllus Native Rosella X 140mm l p
ne ot
O
w
HOV acu Hovea acutifolia Hovea X 140mm an fo
all
st
N ch et
e
or
MEL aff Melstoma affine Blue Tongue / Native Lassiandra X 140mm 6
DI
& cr w g w
m
PIT rev Pittosporum revolutum Brisbane Laurel X 200mm rb on in
wa
ke t ng c ain
UN
te
PIT und Pittosporum undulatum Mock Orange X 200mm g t
i re 7
r
PUL vil Pultenaea villosa Bush Pea / Bacon and Eggs X 140mm ist
in ist k
ex ex oc
M bl
bo
PUL WG Pultenaea Wallum Gold Wallum Gold X 140mm
g
EU existing
un
WES fru Westringa fruticosa Coastal Rosemary 140mm existing in 8
t
da
is
power ex
ry
lin
TREES pole 106 9
telstra
e
ALL lit Allocasuarina littoralis Black She-oak X X X 100Lt
pit 105
ALP exc Alphitonia excelsa Red Ash X X 45Lt
BAN int Banksia integrifolia subsp. integrifolia Coast Banksia X X 45Lt 107 10
BRA pop Brachychiton populneus Kurrajong X 45Lt 104
d 11
CAL col Callitris columellaris Cooloola Cypress Pine X X 45Lt
existing kerb sw t
w 108
CAL vim Callistemon viminalis Weeping Red Bottle Brush X 45Lt 103
ramp 62
GLO fer Glochidion ferdinandi Cheese Tree X X X 200mm 12
LEP pol Leptospermum polygalifolium Wild May X X 100Lt 109
in e 102
LOP con Lophostemon confertus Brushbox X X X 100Lt
rl 63 13
LOP sua Lophostemon suaveolens Swamp Box X X X 45Lt te 110
SYZ ole Syzygium oleosum Blue Lilly Pilly X X 100Lt wa new
m 101
or 64 stormwater
TRI lau Tristaniopsis laurina Giant Water Gum X 45Lt st 111
14 pit
in g
ist 100 existing
ex 65 15
e
sewer
lin
112
General Schedule Notes: es 61 manhole
ry
This is a plant palette only and not for construction. Refer detail landscape plans and specification for all project planting works. lin 99
da
t ra proposed permiable 66 16
un
els
No substitutions are to be made to nominated species unless agreed prior with the Landscape Architect. 113
t paving 60
bo
w
in g 98
Tip and formative pruning is recommended to select species (TBA) during establishment to promote dense habit and desirable plant form for intended landscape function. ist 67
ex 114 59
For ground cover species noted with a (*), planting spacings and arrangements in the gardens are intended to achieve a continuous ground cover surface as they mature. 97
68
115 58
69
116 57
96
70
existing 117 pool fencing full
perimeter of bio/ 56
telstra pits 18
detention basin & 95
gate for maintenance 71
118 proposed shrub
55 19 & ground cover
94 planting
w
119 54 20
s
ath
93
new stormwater pit 72 EXISTING
footp
120 JOB:
in e
existing 53 21 BUILDING
rl
92
stormwater 73
GSL06
we
rete
grate 121 proposed
se
wall
bioretention / 22
onc
g
detention basin 91
t in
74
g
planting
is
ng c
122
tainin
52
ex
Section 25
23
90 PROPOSED
ti
75
exis
ck re
123 51 DATE:
new stormwater pit 89 CARPARK 24
15/3/18
g blo
76
124 50
n
88
existi
77
125
w
49 25
87
78
126 48 26
86
79
proposed 47
new trees 27
boundary line 127
80
s
46 28 existing sewer manhole
128 81
45 29
e
82
nc
129
fe
44 30 general services
in k
alignments refer
existi
83
l
engineer for details
ain
w
43
ch
130 31
n
g kerb
g
84
in
ist
42 32
ex
131
& cha
85
41 33
nnel
132
40 34
133
17 SHORT ST SOUTHPORT QLD 4215 AUSTRALIA
PO BOX 930 SOUTHPORT QLD 4215 AUSTRALIA
39 35
proposed permiable
P +61 7 5532 2044 / ABN 35 071 453 257
paving
134
e
38 36
lin
ry
135
da
w
un
37
bo
s
136
bo
EXISTING
un
137
da
BUILDING
ry
lin
138
[email protected]
e
139
BURLINGBROWN.COM
140
w
proposed
bioretention
line of existing trees 141 basin
to be retained
142
ex existing sewer manhole
existing ist in bo
kerb ramp g un
W co
nc
da
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AL re
te lin
e nda
ry li
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PROPOSED LANDSCAPE PLAN
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NOT FOR
IV
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GOOD SHEPHERD LUTHERAN COLLEGE E
PROPOSED CARPARK
existing
kerb ramp 0 5 10 15 25m
ISSUE
LOCATION: 115_EUMUNDI ROAD_NOOSAVILLE_QLD_4566. P3
Section 26
Good Shepherd Lutheran College Odyssey Consulting Group
Proposed Unit Development Conceptual Stormwater Management Plan
Lot 30 on SP170751 Project No: K4277
115 EUMUNDI NOOSA ROAD, NOOSAVILLE
APPENDIX
C
Odyssey Consulting Group
Pre Development Catchment Plan
(Ref: K4277/P005/A)
K4277-0002 14 March 2018 Appendix iii of vii
Section 27
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Section 28
Good Shepherd Lutheran College Odyssey Consulting Group
Proposed Unit Development Conceptual Stormwater Management Plan
Lot 30 on SP170751 Project No: K4277
115 EUMUNDI NOOSA ROAD, NOOSAVILLE
APPENDIX
D
Odyssey Consulting Group
Post Development Catchment Plan
(Ref: K4277/P006/A)
K4277-0002 14 March 2018 Appendix iv of vii
Section 29
‘00mm WALTER HAY DRIVE 1:250 AT A1 0 5 10 15 20m 4:500 AT AS ORB LEGEND —-— STORMWATER CATCHMENT BOUNDARY ® STORMWATER CATCHMENT LD. LPOD LAWFUL POINT OF DISCHARGE TREES TO REMAIN => FLOW ARROW EXTERNAL STORMWATER CATCHMENT |.D. STORMWATER CATCHMENT TABLE T 2 CATCHMENT iD. | AREA (@ A 3578 B 1436 EXTA 449 REPORT ISSUE NOT FOR CONSTRUCTION CONTRACTOR TO CONFIRM AND LOCATE ALL EXISTING SERVICES PRIOR TO COMMENCEMENT OF WORKS Rev.| Date _ | Revision Details @ é Odyssey Consulting Group Structural and Civil Engineers Cayssey Consuting Goup ABNEY 246954126 Telephone: #6175575 748 e Focsiil: +817 5841 7952 ‘odeconsuling coma ral [email protected] GOOD SHEPHERD LUTHERAN COLLEGE A_| 14-03-18 | ISSUED FOR REPORT PROPOSED CARPARK 115 EUMUNDI ROAD NOOSAVILLE Drawing Tile POST DEVELOPMENT CATCHMENT PLAN Drawn’ ‘Signed Date Scale: [Set ‘Size DKC Project Number Designed | Signed Date as K4277 Checked | Signed Date AT Drawing No! Rev. Approved — | Signed Date ZAK4277\Preliminary\ DWG\K4277-POOE-A dwg, 14/03/2018 10:30:41 AM, DaleC, PDF995 Tanne) eG yds
Section 30
Good Shepherd Lutheran College Odyssey Consulting Group
Proposed Unit Development Conceptual Stormwater Management Plan
Lot 30 on SP170751 Project No: K4277
115 EUMUNDI NOOSA ROAD, NOOSAVILLE
APPENDIX
E
Odyssey Consulting Group
External Catchment Plan
(Ref: K4277/P011/A)
K4277-0002 14 March 2018 Appendix v of vii
Section 31
‘00mm
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Section 32
Good Shepherd Lutheran College Odyssey Consulting Group
Proposed Unit Development Conceptual Stormwater Management Plan
Lot 30 on SP170751 Project No: K4277
115 EUMUNDI NOOSA ROAD, NOOSAVILLE
APPENDIX
F
Odyssey Consulting Group
Stormwater Management Plan
(Ref: K4277/P007/A)
&
Stormwater Detention and Bioretention Details
(Ref: K4277/P010/A)
K4277-0002 14 March 2018 Appendix vi of vii
Section 33
‘00mm
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LOCATE ALL EXISTING SERVICES PRIOR
TO COMMENCEMENT OF WORKS
Rev.| Date _| Revision Details pm | Apo @ Builders Name’ Client Name Project Details Drawing Tite Oe Signed Date Scale [Beet see A
. Project Number
@ ® Odyssey Consulting Group Deswres) Sores Dae K4277
@ Structural and civil Engineers GOOD SHEPHERD PROPOSED CARPARK STORMWATER MANAGEMENT | ‘Alp
fener as foot Sue LUTHERAN COLLEGE NOOSAVILLE Oneced Sed Date
cna peongennatore — —
way eae fenroed Signed Date
A 14-03-18 | ISSUED FOR REPORT DKC AT P007 A
ZAK4277Preliminary\ DWG\K4277-POOT-A dwg, 14/03/2018 10:30:48 AM, DaleC, PDF995
Section 34
00mm
NOTES:
* DONOT SCALE THIS DRAWING TAKE FIGURED DIMENSIONS ONLY
« ALL DIMENSIONS IN METERS UNLESS NOTED OTHERWISE
FILTRATION LAYER:
1. MATERIAL TO CONSIST OF SANDY LOAM OR EQUIVALENT
MATERIAL.
2. MATERIAL TO HAVE 5% - 10% ORGANIC CONTENT IN
ACCORDANCE WITH AS12894.1.1
3. MATERIAL TO HAVE AN AVERAGE PARTICLE SIZE (D50) OF 0.45mm.
4. SATURATED HYDRAULIC CONDUCTIVITY BETWEEN 50 - 200mm/hr
DETERMINED IN ACCORDANCE WITH AS 4419 -1998 APPENDIX H
SOIL PERMEABILITY.
5. pH BETWEEN 6&7.
6. DEPTH TO BE 800mm OR GREATER FOR TREE PLANTING.
TRANSITION LAYER:
1. MATERIAL TO CONSIST OF SAND/COURSE SAND MATERIAL.
2. TYPICAL PARTICLE SIZE DISTRIBUTION
aus ——
1x @110 MID FLOW OUTLET
PIPE SET AT RL 9.63
1x @150 HIGH FLOW OUTLET
PIPE SET AT RL 9.95
RETAINING WALL SURROUNDING BASIN TO
BE SET TO A MINIMUM HEIGHT OF RL 10.40
% PASSING: 1.4mm 100%
4.0mm 80%
0.7mm 44%
0.5mm 08%
DRAINAGE LAYER
1, MATERIAL TO CONSIST OF 2- 5mm GRAVEL.
PERFORATED PIPE: DETENTION BASIN PARAMETERS
1, MINIMUM GRADE OF 0.5%
2. MAXIMUM SPACING * 1.5m CENTRE FOR BASINS < 100m? DETENTION BASIN SURFACE AREA 100m?
* 2.5m CENTRE FOR BASINS > 100m? DETENTION DEPTH 1.26m
CONSTRUCTION PHASE: OUTLET ORIFICE DIAMETER oom
1. COVER FILTRATION LAYER WITH GEOTEXTILE, 50mm TOPSOIL & x (AT FIELD INLET INVERT RL 8.14)
TURF STRIPS PERPENDICULAR TO FLOW. FH FF / OUTLET PIPE DIAMETER 300mm
2. GEOTEXTILE TO BE REMOVED ONLY WHEN UPSTREAM SEDIMENT —swo swo swo swp swo swo swo
LOADS ARE CONTROLLED. 80m? ADDITIONAL DETENTION Lo iG FLOW OUTLET FE =
ym
20m? BIORETENTION BASIN. - 140mm
LEGEND: BIORETENTION SURFACE AT AREA ATRL 9.14 (THROUGH RETAINING WALL AT RL 9.63)
——— ATRL 884 HIGH FLOW PIPE 450
FILTRATION LAYER, DEPTH = 400mm L (THROUGH RETAINING WALL AT RL 9.95) mm
ZZ) TRANSITION LAYER, DEPTH = 100mm MINIMUM RETAINING TOP OF RETAINING WALL HEIGHT | RL 10.40m
DRAINAGE LAYER, DEPTH = 200mm
wzt040 wzt0408 z 10.40
API »
lt FIELD INLET, VEGETATION TO LANDSCAPE PROVIDE CAPPED max DETENTION Ae si OS E
FORHIGHFLOW ARCHITECT'S SPECIFICATION INSPECTION OPENING 2m ns”
Ys
BIO PONDING LEVEL RL9.14m —— COTE AREA oer
BIO PONDING DEPTH (0.3m) ws
oe WATERSURFACELEVEL =| a 9.14 SK
S ~ IIIS
A R rw RSISRERERE RRR RRR RRR RR SK Y, Ze BES RX
RRR” KAW
4 IS y WK
" SY ~ SK
REPORT ISSUE asietaiess ee es ae : nese eS
J a CLL LL YE 100mm DIA MAX PIPE, VERTICAL S
NOT FOR CONSTRUCTION . oe Ik __ SECTION NOT PERFORATED z
A CARR RRRRRR aw” §
LISS SS) p 100mm DIA MAX, HORIZONTAL PIPE IS KA
RNARRRRL 05m TO BE PERFORATED, WITH 0.5% FALL 9 18.7m SS
CONTRACTOR TO CONFIRM AND Soyer v
TS x
LOCATE ALL EXISTING SERVICES PRIOR 210 ORIFICE ON SECTION
9300 OUTLET PIPE
| TO COMMENCEMENT OF WORKS N
| Rev.] Date | Revision Detas Din | Apo e Builders Name Client Name Project Details ew c Signed Date Scale: [SrertSe* Al
. Project Number
2 @ @ Odyssey Consulting Group Deswres) Sores Dae K4277
6 Structural and Civil Engineers GOOD SHEPHERD PROPOSED CARPARK STORMWATER DETENTION | AvP
. cine Cnetigcon —_saveiowami a LUTHERAN COLLEGE 115 EUMUNDI ROAD AND BIORETENTION DETAILS [amas Da
4 {3 Vony Powe Vat Lles 0427 or oikenaitngeonas NOOSAVILLE AT
20 B04 tien Ge Ena psoas! Ganon Ror
. Sond tora Teal) Spd cz
aa er a RT Raa RS TE i
A_| 14-03-18 _| ISSUED FOR REPORT DKC | AT fesrted foe term sd ect or ated rane win YSee1 Coin rsp Potro A
ZAK4277\Preliminary\ DWG\K4277-PO10-A dwg, 14/03/2018 10:31:08 AM, DaleC, PDF995
Section 35
Good Shepherd Lutheran College Odyssey Consulting Group
Proposed Unit Development Conceptual Stormwater Management Plan
Lot 30 on SP170751 Project No: K4277
115 EUMUNDI NOOSA ROAD, NOOSAVILLE
APPENDIX
G
Odyssey Consulting Group
Sediment and Erosion Control Plan and Details
(Ref: K4277/P008/A & Ref: K4277/P009/A)
K4277-0002 14 March 2018 Appendix vii of vii
Section 36
‘00mm WALTER HAY DRIVE SP228052 1:250ATA1 0 5 10 15, 20m 1:500 AT A3. a ———————— LEGEND —_—— Fs SEDIMENT FENCE STABILISED ENTRY/EXIT POINT WATER QUALITY MONITORING STATION DRAINAGE STRUCTURE PROTECTION sw PROPOSED STORMWATER DRAINAGE ———swo— — — EXISTING STORMWATER PIPE —--1--— EXISTING TELSTRA —--w--— EXISTING WATER MAIN a EXISTING OVERHEAD ELECTRICAL —--s--— EXISTING SEWER MAIN TREES TO REMAIN REPORT ISSUE NOT FOR CONSTRUCTION CONTRACTOR TO CONFIRM AND LOCATE ALL EXISTING SERVICES PRIOR TO COMMENCEMENT OF WORKS ZAK4277\Preliminary\ DWG\K4277-P008-A dwg, 14/03/2018 10:30:54 AM, DaleC, PDF995 Rev.) Date | Revision Detais e Builders Name Client Name Project Details, Drawing Tite: Pam Signed Date Scale: [see ‘Size Al . Project Number Odyssey Consulting Group Designed | Sred Dat ) Structural and Civil Engineers GOOD SHEPHERD PROPOSED CARPARK SEDIMENT AND EROSION JP K4277 2 Constng op 1 2469041 Telshone 6175575744 115 EUMUNDI ROAD CONTROL PLAN 5 ert encat oe ren LUTHERAN COLLEGE NOOSAVILLE wT me ket ieeagacones Saran a ‘Approved | Signed Date A 14-03-18 | ISSUED FOR REPORT P008 A beer) be bo ‘tne
Section 37
‘00m
WIRE FILTER FABRIC TO — 3000 MAX. (2000 MAX. WITHOUT WIRE SUPPORT)
EACH STAKE, REFER \ |
JOINING DETAILS, FOR SECURE FABRIC TO WIRE > WOVEN, OR COMPOSITE WITH FABRIC LAP
JOINTS IN FABRIC LENGTHS. AT 1000 CRS, MAX. \ WOVEN BACKING, FABRIC [soon
————— —_ PROVIDE BACKFILL LAYER ;
se OVER FABRIC, FOR FULL | + CLEAN SANDOR — |
slo 5 LENGTH OF SEDIMENT FENCE | | AGGREGATE
Bia INA I
= Bar, | =e
ONE &R f
ORM RRR AMIR RO 8 |
PROVIDE WIRE STRAND — 1500mm? HW STAKES
BETWEEN STAKES FOR OR STAR PICKETS 2000 MIN. /-STAPLE/TACK
FABRIC SUPPORT > < FABRIC FABRIC
ELEVATION Lf bllsd SECTION + TTA Y BI
\ }
NOTE: INSTALL 1.5m (MIN.) DEEP ‘RETURNS’ AT 20m SPACING (MAX.) ON UPSLOPE SIDE > OMY
OF FENCELINE (510m MAX SPACING IF FENCE ALIGNED AT ANGLE TO CONTOUR). EG: FABRIC SAFETY CAI
A SUPPORT POST OPTION 1:
2, 2, 2, SEDIMENT FENCE DETAILS FABRIC TO FOLD AROUND EACH STAKE ONE FULL TURN. 1500mm* HARDWOOD STAKE
8 { g | 3 | DIRECTION NTS. —/—— SF == DENOTES SEDIMENT FENCE. REFER STAKE B TO BE DRIVEN TIGHTLY AGAINST STAKE A. THE SUPPORT POST OPTION 2:
8! 8\ 3 | PLAN FOR LOCATION AND EXTENTS. TOPS OF BOTH STAKES TO BE SECURED WITH WIRE. 4.5kgim STEEL STAR PICKET
j | OF FALL. METHOD 1 METHOD 2
SEDIMENT FENCE FABRIC JOINING DETAILS
NTS
DIRECTION
OF FALL
IF ENTRY/EXIT PAD RECEIVES RUNOFF
FROM SOIL DISTURBANCE, A BUND IS
- TO BE INSTALLED ACCROSS THE
AGGREGATE PAD TO DIRECT RUNOFF
TO SEDIMENT FENCE
| PROVIDE APPROVED GRATED é
\ COVER WITH MAXIMUM z
\ DIRECTION OPENINGS OF 100 x 100mm
1 OF FALL (OFFCUT REINFORCING MESH
| OR APPROVED EQUIVALENT)
' DIVERT RUNOFF AROUND NOTE: 209
EXCAVATION t ROCK ISTO BE UNIFORM ~~
SIZE. IE. MATERIAL IS TO
i NOT CONTAIN SMALLER —_50-75mm OR 100-150mm
y ROCKS FILLING VOIDS. CRUSHED ROCK OR
SEAL PIPE END RECYCLED CONCRETE
WITH GRAVEL CONCEALED BENEATH BA STABILISED ENTRY/EXIT POINT
FILLED HESSIAN GEOFABRIC OR APPROVED — CONCEALED BENEATH BAGS | opLaN y cooe—rr—reEeEEre rer
BAGS PACKED TO EQUIVALENT SEAL BETWEEN \ PLAN NTS. OR APPROVED EQUIVALENT
HALF HEIGHT OF TOP SLAB OPENING AND APPROVED TEMPORARY /— 10mm GRAVEL FILLED HESSIAN / DENOTES STABILISED ENTRY/EXIT
PIPE, REMOVE TEMPORARY COVER COVER NOT PERMITTING / BAGS PACKED TIGHTLY AROUND GRAVEL FILLED HESSIAN CO EAU ON CCR TIONS
PRIOR TO INFLOW / _ ACCESSIINLET OPENING BAGS PACKED AROUND Ee ’ 7
STRUCTURE roy GRATED INLET SEP
CONSTRUCTION ES=4 -
_ RR Pea
_-— TOE
FIELD INET ——+t
\ \
CARRE ' ' \
4 ACCESS CHAMBER INLET STRUCTURE INLET STRUCTURE REPORT ISSUE
STAGE 1 STAGE 2 DT FOR CONSTRUCTIC
EXCAVATION AND PIPE INSTALLATION STAGE 3 NOT FOR CONSTRUCTION
STRUCTURE COMPLETE UP TO TOP SLAB STRUCTURE COMPLETE
DENOTES DRAINAGE STRUCTURE
ACCESS CHAMBER / INLET STRUCTURE PROTECTION, REFER PLAN FOR
NTS LOCATION & EXTENTS. CONTRACTOR TO CONFIRM AND
LOCATE ALL EXISTING SERVICES PRIOR
TO COMMENCEMENT OF WORKS
Rev Date Revision Detals bn | App. e Builders Name Client Name Project Details Drawing Title: ae Signed Date Scale: ia Size Al
: Prope Nanbor
@ Odyssey Consulting Group Designed) Soned Dae K4277
@ Structural and Civil Engineers GOOD SHEPHERD PROPOSED CARPARK SEDIMENT AND EROSION AUP
. apse Crt ap saver mec Tne 109759574 LUTHERAN COLLEGE 115 EUMUNDI ROAD CONTROL DETAILS Gheaed | Sioned ae
4 {es va Pure ay Lates 427 fect eco omas NOOSAVILLE AT
: root aeons teat pitounguseraasonas mom ties [banat =
©. A 14-03-18 | ISSUED FOR REPORT DKC AT P009 A
ZAK4277\Preliminary\ DWG\K4277-POOS-A dwg, 14/03/2018 10:32:47 AM, DaleC, PDF995
Trini
oe) eS
100mm