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Stormwater Management Plan
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Log in to see the plans as drawnConceptual Stormwater Management Plan Proposed Car Park Lot 30 on SP170751 115 Eumundi Noosa Road Noosaville Revision: D 14 February 2019 Project No: K4277-0002-D
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Full text of sections 2 to 26 (of 40)
Section 2
GOOD SHEPHERD LUTHERAN COLLEGE ODYSSEY CONSULTING GROUP
Lot 30 on SP170751 Conceptual Stormwater Management Plan
115 Eumundi Noosa Road, Noosaville Project No: K4277
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
A 19 October 2018 Update to Address Council Information Request AJP AP AP
B 29 October 2018 Update to Appendices AJP AP AP
C 05 November 2018 Update to Appendices AJP AP AP
D 14 February 2019 Update to MUSIC modelling AJP AP AP
Reviewed by RPEQ Reg. No. Signed Date
Aaron Pianta 10423 14 February 2019
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-D 14 February 2019 Page i of iii
Section 3
GOOD SHEPHERD LUTHERAN COLLEGE ODYSSEY CONSULTING GROUP
Lot 30 on SP170751 Conceptual Stormwater Management Plan
115 Eumundi Noosa Road, Noosaville Project No: K4277
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 ...................................................................................................................................... 4
3.3.1 Catchment Definition and Lawful Point of Discharge ................................................................. 4
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 ................................................................................................................ 7
3.4.4 Design Flow Rates ...................................................................................................................... 7
3.4.5 External Catchment Channel Conveyance .................................................................................. 7
4.0 STORMWATER DETENTION ................................................................................................................................. 7
4.1 Objective .................................................................................................................................................... 7
4.2 Hydraulic Model ......................................................................................................................................... 8
4.3 Detention Volume ...................................................................................................................................... 8
5.0 WATER QUALITY ASSESSMENT ........................................................................................................................... 9
5.1 Background ................................................................................................................................................ 9
5.2 Water Quality Objectives ......................................................................................................................... 10
5.3 Construction Phase .................................................................................................................................. 10
5.3.1 Common Pollutants .................................................................................................................. 10
5.3.2 Performance Criteria ................................................................................................................ 10
5.3.3 Sediment and Erosion Controls ................................................................................................. 11
5.3.4 Water Quality Monitoring and Inspections .............................................................................. 11
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 .................................................................... 13
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-D 14 February 2019 Page ii of iii
Section 4
GOOD SHEPHERD LUTHERAN COLLEGE ODYSSEY CONSULTING GROUP
Lot 30 on SP170751 Conceptual Stormwater Management Plan
115 Eumundi Noosa Road, Noosaville Project No: K4277
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 ............................................................................................................... 12
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 C Time of Concentration.............................................................................................................. 5
Table 8: Catchment A Post Development Peak Flow Rates ......................................................................................... 6
Table 9: Catchment B Post Development Peak Flow Rates ......................................................................................... 6
Table 10: Catchment C Post Development Flow Rates.................................................................................................. 6
Table 11: External Catchment C .................................................................................................................................... 7
Table 12: External Catchment A Peak Flow Rates ......................................................................................................... 7
Table 13: Peak Discharge Rate for Site (m3/s) .............................................................................................................. 8
Table 14: Detention Tank A Parameters ........................................................................................................................ 8
Table 15: Comparison of Pre Development, Post Development and Mitigated Flow Rates for Catchment B .............. 9
Table 16: Construction Phase Key Pollutants .............................................................................................................. 10
Table 17: Construction Phase Water Quality Performance Criteria ............................................................................ 10
Table 18: Treatment Train Effectiveness of Proposed SQID ........................................................................................ 13
Table 19: Bio-retention Basin Maintenance Schedule................................................................................................. 15
APPENDICES
Appendix A Skyline Surveyors, Contour and Detail Survey (Ref: 21 April 2017)
Appendix B Burling Brown Architects, Site Plan (Ref: GSL06/SK02/P4)
Burling Brown Architects, Carpark 1 (Ref: GSL06/SK03/P5)
Burling Brown Architects, Carpark 2 (Ref: GSL06/SK04/P4)
Appendix C Odyssey Consulting Group, Pre Development Catchment Plan (Ref: K4277/P005/B)
Appendix D Odyssey Consulting Group, Post Development Catchment Plan (Ref: K4277/P006/D)
Appendix E Odyssey Consulting Group, External Catchment Plan (Ref: K4277/P011/C)
Appendix F Odyssey Consulting Group, Stormwater Management Plan (Ref: K4277/P007/E)
Odyssey Consulting Group, Stormwater Detention and Bioretention Details (Ref: K4277/P010/D)
Appendix G Odyssey Consulting Group, Sediment and Erosion Control Plan (Ref: K4277/P008/C)
Odyssey Consulting Group, Sediment and Erosion Control Details (Ref: K4277/P009/A)
K4277-0002-D 14 February 2019 Page iii of iii
Section 5
GOOD SHEPHERD LUTHERAN COLLEGE ODYSSEY CONSULTING GROUP
Lot 30 on SP170751 Conceptual Stormwater Management Plan
115 Eumundi Noosa Road, Noosaville Project No: K4277
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 Queensland Urban Drainage Manual (QUDM)
and Noosa Shire Council, Noosa Plan 2006.
K4277-0002-D 14 February 2019 Page 1 of 16
Section 6
GOOD SHEPHERD LUTHERAN COLLEGE ODYSSEY CONSULTING GROUP
Lot 30 on SP170751 Conceptual Stormwater Management Plan
115 Eumundi Noosa Road, Noosaville Project No: K4277
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-D 14 February 2019 Page 2 of 16
Section 7
GOOD SHEPHERD LUTHERAN COLLEGE ODYSSEY CONSULTING GROUP
Lot 30 on SP170751 Conceptual Stormwater Management Plan
115 Eumundi Noosa Road, Noosaville Project No: K4277
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 plans
Burling Brown Architects, Site Plan (Ref: GSL06/SK02/P4), Carpark 1 (Ref: GSL06/SK03/P5) and
Carpark 2 (Ref: GSL06/SK04/P4) 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/B) 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 4.5.3(a) the C10 coefficients of runoff was
determined to be 0.70.
With reference to QUDM Table 4.5.2, 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-D 14 February 2019 Page 3 of 16
Section 8
GOOD SHEPHERD LUTHERAN COLLEGE ODYSSEY CONSULTING GROUP
Lot 30 on SP170751 Conceptual Stormwater Management Plan
115 Eumundi Noosa Road, Noosaville Project No: K4277
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
3.3 Post Development
3.3.1 Catchment Definition and Lawful Point of Discharge
The post development scenario consists of three internal catchments that convey the stormwater to
the south and west of the site. Catchment A will discharge into existing Council stormwater
infrastructure on Eumundi Noosa Road on the western site boundary. Catchment B will discharge into
existing Council stormwater infrastructure on Walter Hay Drive on the southern corner of the site.
Catchment C will remain mostly unchanged due to the existing vegetation and will continue to
discharge to Council stormwater infrastructure on Walter Hay Drive. These discharge points represent
the Lawful Points of Discharge (LPOD) for the site.
The post development catchment areas and lawful points of discharge are shown on the Odyssey
Consulting Group, Post Development Catchment Plan (Ref: K4277/P006/D) included as Appendix D.
K4277-0002-D 14 February 2019 Page 4 of 16
Section 9
GOOD SHEPHERD LUTHERAN COLLEGE ODYSSEY CONSULTING GROUP
Lot 30 on SP170751 Conceptual Stormwater Management Plan
115 Eumundi Noosa Road, Noosaville Project No: K4277
3.3.2 Coefficient of Runoff
The post development coefficient of runoff (C year) was determined based on the fraction impervious
1
(fi) method as specified in QUDM. Using a one hour, ten year rainfall intensity ( I10) of 72.3 mm/hr, the
following coefficient of impervious (C10) values have been adopted for the post development
scenario.
Table 5: Post Development Catchment Impervious Properties
2 2
Catchment Impervious Area (m ) Catchment Area (m ) Fraction Impervious C10
A 2,709 3,573 0.76 0.85
B 1,042 1,181 0.88 0.88
C 0 260 0.00 0.70
With reference to QUDM Table 4.5.2, 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 0.72 0.81 0.85 0.89 1.00
B 0.75 0.84 0.88 0.92 1.00
C 0.60 0.67 0.70 0.74 0.84
3.3.3 Time of Concentration
Post development catchments A & B consist of paved areas and have therefore been assumed to have
a standard time of concentration of five (5) minutes as per T.4.6.2 – Recommended standard inlet
time. The time of concentration for Catchment C is indicated below in Table 7.
Table 7: Catchment C Time of Concentration
Time of concentration
Catchment Catchment
Catchment 2 Overland flow Concentrated flow
Area (m ) Properties Total tc
Friend’s Equation QUDM Figure 4.09
Horton’s (n) = 0.035
Light cover
L=5m
C 260 bushland / poor n/a 5 min
Slope = 6%
grass cover
t = 4.5min
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 Catchment A, B
and C are presented in Table 8, 9 and 10 respectively.
K4277-0002-D 14 February 2019 Page 5 of 16
Section 10
GOOD SHEPHERD LUTHERAN COLLEGE ODYSSEY CONSULTING GROUP
Lot 30 on SP170751 Conceptual Stormwater Management Plan
115 Eumundi Noosa Road, Noosaville Project No: K4277
Table 8: Catchment A Post Development Peak Flow Rates
Average Recurrence Interval ARI 2 5 10 20 100
Coefficient of Runoff C 0.72 0.81 0.85 0.89 1.00
Average Rainfall Intensity
I 164 202 223 253 321
(mm/h)
Area of Catchment (ha) A 0.357 0.357 0.357 0.357 0.357
3
Peak Flow Rate (m /s) Q 0.118 0.162 0.188 0.224 0.318
Table 9: Catchment B Post Development Peak Flow Rates
Average Recurrence Interval ARI 2 5 10 20 100
Coefficient of Runoff C 0.75 0.84 0.88 0.92 1.00
Average Rainfall Intensity
I 164 202 223 253 321
(mm/h)
Area of Catchment (ha) A 0.118 0.118 0.118 0.118 0.118
3
Peak Flow Rate (m /s) Q 0.040 0.055 0.064 0.077 0.105
Table 10: Catchment C Post Development 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
Average Rainfall Intensity
I 164 202 223 253 321
(mm/h)
Area of Catchment (ha) A 0.026 0.026 0.026 0.026 0.026
3
Peak Flow Rate (m /s) Q 0.007 0.010 0.011 0.013 0.019
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 449
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/C) 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 4.5.1 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.
K4277-0002-D 14 February 2019 Page 6 of 16
Section 11
GOOD SHEPHERD LUTHERAN COLLEGE ODYSSEY CONSULTING GROUP
Lot 30 on SP170751 Conceptual Stormwater Management Plan
115 Eumundi Noosa Road, Noosaville Project No: K4277
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 11 below for the calculated time of
concentration.
Table 11: External Catchment C
Time of concentration
Catchment Catchment
Catchment 2 Overland flow Concentrated flow
Area (m ) Properties Total tc
Friend’s Equation QUDM Figure 4.09
Horton’s (n) = 0.035
Light cover
L = 31 m
A 449 bushland / poor n/a 11 min
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 12.
Table 12: 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 0.045 0.045 0.045 0.045 0.045
Average Rainfall Intensity (mm/h) I 121.1 149.7 166.0 188.6 240.5
Peak Flow Rate (m3/s) Q 0.009 0.012 0.015 0.017 0.025
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/E) 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.
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.
K4277-0002-D 14 February 2019 Page 7 of 16
Section 12
GOOD SHEPHERD LUTHERAN COLLEGE ODYSSEY CONSULTING GROUP
Lot 30 on SP170751 Conceptual Stormwater Management Plan
115 Eumundi Noosa Road, Noosaville Project No: K4277
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 13: Peak Discharge Rate for Site (m3/s)
Q2 Q10 Q100
Pre Development 0.104 0.169 0.277
Post Development (unmitigated) 0.165 0.266 0.429
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:
Table 14: Detention Tank A Parameters
2
Detention Basin Base Surface Area 100 m
2
Detention Basin Top Surface Area 100 m
Detention Tank Invert Level 9.14 m
Detention Tank Height (including 300mm freeboard) 1.53 m
Low Flow Outlet Pipe Diameter (at invert of detention
300 mm
area)
Low Flow Orifice Diameter 245 mm
Mid Flow Orifice Diameter (at 0.40 m above invert of
115 mm
detention area)
High Flow Spillway (at 0.92 m above invert of
1m
detention area)
3
Detention Volume 133 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 15 followed by the hydrograph in Figure 3 for the critical
duration of the Q100 storm event.
K4277-0002-D 14 February 2019 Page 8 of 16
Section 13
GOOD SHEPHERD LUTHERAN COLLEGE ODYSSEY CONSULTING GROUP
Lot 30 on SP170751 Conceptual Stormwater Management Plan
115 Eumundi Noosa Road, Noosaville Project No: K4277
Comparison of Pre Development, Post Development and Mitigated Flow Rates for Catchment B
Table 15: Comparison of Pre Development, Post Development and Mitigated Flow Rates for Catchment B
Average Recurrence Interval 2 10 100
3
DRAINS Pre Development Flow Rate m /s 0.104 0.169 0.277
DRAINS Post Development Flow Rate 3
m /s 0.165 0.266 0.429
Catchment A Q100
3
DRAINS Mitigated Development Flow Rate m /s 0.104 0.169 0.277
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.
3
The hydraulic analysis using the DRAINS model has determined that a minimum of 133 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/E) and Odyssey Consulting Group, Stormwater Detention and Bio retention Details (Ref:
K4277/P010/D) 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.
K4277-0002-D 14 February 2019 Page 9 of 16
Section 14
GOOD SHEPHERD LUTHERAN COLLEGE ODYSSEY CONSULTING GROUP
Lot 30 on SP170751 Conceptual Stormwater Management Plan
115 Eumundi Noosa Road, Noosaville Project No: K4277
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.
Table 16: 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 17: 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).
K4277-0002-D 14 February 2019 Page 10 of 16
Section 15
GOOD SHEPHERD LUTHERAN COLLEGE ODYSSEY CONSULTING GROUP
Lot 30 on SP170751 Conceptual Stormwater Management Plan
115 Eumundi Noosa Road, Noosaville Project No: K4277
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/C &
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.
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.
K4277-0002-D 14 February 2019 Page 11 of 16
Section 16
GOOD SHEPHERD LUTHERAN COLLEGE ODYSSEY CONSULTING GROUP
Lot 30 on SP170751 Conceptual Stormwater Management Plan
115 Eumundi Noosa Road, Noosaville Project No: K4277
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/E) and Odyssey Consulting Group, Stormwater Detention and
Bioretention Details (Ref: K4277/P010/D) included as Appendix F illustrates the size and location of
the proposed SQID’s.
MUSIC Version 6.3.0 has been used for modelling of the proposed treatment train.
5.4.1 Stormwater Quality Improvement Devices
Site runoff from Catchment A1 and Catchment B will be directed onto permeable pavements before
draining into two bio-retention basins located at the West (basin 1) and South (basin 2) of the site
respectively. Catchment A2 will bypass permeable pavement and be directed into bio-retention basin
1 on the west of the site. Catchment C will bypass treatment and discharge direct to Council
stormwater infrastructure. For further details see Odyssey Consulting Group, Stormwater
Management Plan (Ref: K4277/P007/E) included in Appendix F. The proposed treatment train for the
development is shown in Figure 4.
Figure 4: Music Modelling Treatment Train
K4277-0002-D 14 February 2019 Page 12 of 16
Section 17
GOOD SHEPHERD LUTHERAN COLLEGE ODYSSEY CONSULTING GROUP
Lot 30 on SP170751 Conceptual Stormwater Management Plan
115 Eumundi Noosa Road, Noosaville Project No: K4277
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 0.30 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 .
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 1 mm;
Ksat 360 mm/hr;
Filter media depth 0.40 m;
Extended detention depth Pavement 1: 0.0 m, Pavement 2: 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 18 illustrates the treatment
train effectiveness of the proposed SQID’s.
Table 18: Treatment Train Effectiveness of Proposed SQID
Parameter Post Post Mitigated Reduction (%) Water Quality Objectives
Flow (ML/yr) 6.26 6.21 0.8 -
TSS (kg/yr) 2310 279 87.9 80%
TP (kg/yr) 3.78 0.817 78.4 60%
TN (kg/yr) 13 6.77 48.1 45%
Gross Pollutants (kg/yr) 127 0 100 90%
The results demonstrate that the proposed SQID meet the intended water quality objectives for flow,
suspended solids, phosphorous and nitrogen levels.
K4277-0002-D 14 February 2019 Page 13 of 16
Section 18
GOOD SHEPHERD LUTHERAN COLLEGE ODYSSEY CONSULTING GROUP
Lot 30 on SP170751 Conceptual Stormwater Management Plan
115 Eumundi Noosa Road, Noosaville Project No: K4277
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.
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.
K4277-0002-D 14 February 2019 Page 14 of 16
Section 19
GOOD SHEPHERD LUTHERAN COLLEGE ODYSSEY CONSULTING GROUP
Lot 30 on SP170751 Conceptual Stormwater Management Plan
115 Eumundi Noosa Road, Noosaville Project No: K4277
Table 19: 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 to ensure the
permeability of the pavement is not reduced. The proposed SQIDs will require regular maintenance
and monitoring to ensure that they function as designed.
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.
Maintenance will include:
Pressure wash permeable pavers every 12 months.
K4277-0002-D 14 February 2019 Page 15 of 16
Section 20
GOOD SHEPHERD LUTHERAN COLLEGE ODYSSEY CONSULTING GROUP
Lot 30 on SP170751 Conceptual Stormwater Management Plan
115 Eumundi Noosa Road, Noosaville Project No: K4277
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. An open-air detention basin with 133 m of volume is
proposed to mitigate the increase in flows from the development.
2 2 2
A combination of two bio retention basins, 20 m and 4m respectively and 219m of permeable
pavement is proposed for the operational phase of the development to treat stormwater runoff. A
sediment and erosion control plan has been provided for the construction phase of the development
and shall be implemented by the contractor and developer.
K4277-0002-D 14 February 2019 Page 16 of 16
Section 21
GOOD SHEPHERD LUTHERAN COLLEGE ODYSSEY CONSULTING GROUP
Lot 30 on SP170751 Conceptual Stormwater Management Plan
115 Eumundi Noosa Road, Noosaville Project No: K4277
APPENDIX
A
Skyline Surveyors
Contour and Detail Survey
(Ref: 21 April 2017)
K4277-0002-D 14 February 2019 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
Lot 30 on SP170751 Conceptual Stormwater Management Plan
115 Eumundi Noosa Road, Noosaville Project No: K4277
APPENDIX
B
Burling Brown Architects
Site Plan
(Ref: GSL06/SK02/P4)
Carpark 1
(Ref: GSL06/SK03/P5)
Carpark 2
(Ref: GSL06/SK04/P4)
K4277-0002-D 14 February 2019 Appendix ii of vii
Section 24
SK-02
GSL06 | LANDSCAPE DESIGN INTENT
AD
RO
- LANDSCAPE INTENT
SA
O
I NO
ND
U
M
EU
CARPARK 1
refer drawing
SK-03
SITE PLAN
EXISTING
POOL
JOB:
GSL06
ENTRY
EXISTING
CARPARK DATE:
29/10/18
W
AL
TE
R CARPARK 2
HA refer drawing
Y SK-04
DR
IV
E
17 SHORT ST SOUTHPORT QLD 4215 AUSTRALIA
PO BOX 930 SOUTHPORT QLD 4215 AUSTRALIA
P +61 7 5532 2044 / ABN 35 071 453 257
[email protected]
BURLINGBROWN.COM
EXIT
_PRELIMINARY
ISSUE
NOT FOR
CONSTRUCTION
GOOD SHEPHERD LUTHERAN COLLEGE N LOCATION PLAN
PROPOSED CARPARK
PROPOSED CARPARK SCALE 1:500@A1
ISSUE
LOCATION: 115_EUMUNDI ROAD_NOOSAVILLE_QLD_4566. 0 5 10 15 20 30 40m
P4
Section 25
BURLING BROWN ARCHITECTS
17 SHORT ST SOUTHPORT QLD 4215 AUSTRALIA es
PO BOX 930 SOUTHPORT QLD 4215 AUSTRALIA lin
P +61 7 5532 2044
ls t ra
te
in g
BURLINGBROWN.COM ABN 35 071 453 257
t
e x is
PLANT PALETTE d
GSL06_Oct 2018 Issue B sw
NSC -
NSC - NSC - Landscape
existing w
Landscape Landscape policy 3 - Site Ecological
power th
CODE Botanical Name Common Name
policy 3 - policy 3 - noted
RE 12.9-10.4
Assessment
Pot Size Comments t pa
Woodland / Rainforest "Preferred (observed site pole oo
ef
SK-03
Open / Closed Koala species) e t
cr
Forest Forest Shelter t
c on
GSL06 | LANDSCAPE DESIGN INTENT Tree"
in g
GROUNDCOVERS AND TUFTING PLANTS
x is t
CIS ant Cissus antarctica(*) Kangaroo Vine X 140mm e
GAH asp Gahnia aspera Saw Sedge X 140mm Bio basin planting
GAH sie Gahnia sieberiana Saw Sedge X 140mm Bio basin planting w
HIB sca Hibbertia scandens (*) Guinea Flower X 140mm l in e
HIB ves Hibbertia vestita var. vestita Hairy Guinea Flower X 140mm
d ry
JUN usi Juncus usitatus Common Rush 75mm Bio basin planting un
FIC nod Ficinia nodosa Knobby Head Club Rush 75mm Bio basin planting bo
LOM con Lomandra confertifolia subsp. pallida Mat Rush X X 140mm Bio basin planting/general landscape
LOM hys Lomandra hystrix Mat Rush X 140mm Bio basin planting/general landscape s ta ff
d & st
AD
PAN jas Pandorea jasminoides(*) Bower of Beauty X X 140mm
sw t ude line of
nt p
O a rk i existing
1 ng
SHRUBS
R 2 trees
SA
ALP cae Alpinea caerulea Native Ginger X 140mm
BAE vir Baeckea virgata Twiggy Myrtle X 140mm 3
O
NO
BAN rob Banksia robur Swamp Banksia X 140mm Bio basin planting/general landscape 4
CARPARK 1 - LANDSCAPE INTENT
BAN spi Banksia spinulosa Hairpin Banksia X X 200mm
DI
BAU rub Bauera rubignosa Soft Twig Rush X 140mm a th 5
l p
BOR ros Boronia rosmarinifolia Forest Boronia X 140mm N ne ot
U an fo ll
CAL pac Callistemon pachyphyllus Swamp Callistemon X 140mm
ch e
M et
cr w wa 86 6
EU
COR pet Cordyline petiolaris Broad Leafed Palm Lily X 140mm & n g
b n
CRI ped Crinum pedunculatum Swamp Lily X 140mm
k er t ng co ai ni
DOD tri Dodonaea triquetra Hop Bush X X 140mm g t
tin s ti re 87 7
GOO rot Goodenia rotundifolia Star Goodenia X 140mm
is e xi c k
ex lo
bo
HIB het Hibiscus heterophyllus Native Rosella X 140mm
b
g
un
HOV acu Hovea acutifolia Hovea X 140mm 88 8
existing in
is t
dr
in g
MEL aff Melstoma affine Blue Tongue / Native Lassiandra X 140mm
power ex
yl
existing
rk
PIT rev Pittosporum revolutum Brisbane Laurel X 200mm
in e
pa
PIT und Pittosporum undulatum Mock Orange X 200mm pole 89 9
st
telstra
aff
nt
PUL vil Pultenaea villosa Bush Pea / Bacon and Eggs X 140mm
pit 66
de
&
PUL WG Pultenaea Wallum Gold Wallum Gold X 140mm
10
s tu
st
WES fru Westringa fruticosa Coastal Rosemary 140mm 90
ud
&
SYZ AS Syzygium Aussie Southern' 45Lt 67 line of
en
ff
TREES d
tp
s ta
sw t 91 existing 11
w line of
ar
ALL lit Allocasuarina littoralis Black She-oak X X X 100Lt
trees to
k in
ALP exc Alphitonia excelsa Red Ash X X 45Lt existing existing 68
42
g
BAN int Banksia integrifolia subsp. integrifolia Coast Banksia X X 45Lt kerb ramp 92 be removed 12
BRA pop Brachychiton populneus Kurrajong X 45Lt
trees
CAL col Callitris columellaris Cooloola Cypress Pine X X 45Lt 69
CAL vim Callistemon viminalis Weeping Red Bottle Brush X 45Lt
43 13
93
GLO fer Glochidion ferdinandi Cheese Tree X X X 200mm new
LEP pol Leptospermum polygalifolium Wild May X X 100Lt 70 stormwater
44 14
LOP con Lophostemon confertus Brushbox X X X 100Lt 94 pit
in g
LOP sua Lophostemon suaveolens Swamp Box X X X 45Lt in e
rk
rl 71
pa
SYZ ole Syzygium oleosum Blue Lilly Pilly X X 100Lt e 45 15 existing
at
in e
TRI lau Tristaniopsis laurina Giant Water Gum X 45Lt w 95
nt
t 18 sewer
rm
yl
de
o 72
st
dr
manhole
s tu
proposed permiable 46 16
un
in g
in g
96 paving 19
is t
bo
&
w
General Schedule Notes:
rk
ex
ff
This is a plant palette only and not for construction. Refer detail landscape plans and specification for all project planting works. 73
es
pa
17
s ta
47
No substitutions are to be made to nominated species unless agreed prior with the Landscape Architect. lin 97
nt
ra 20
ls t
de
te 74
s tu
Tip and formative pruning is recommended to select species (TBA) during establishment to promote dense habit and desirable plant form for intended landscape function. 48
in g Section 26
98
&
t 21
d x is
ff
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. 75
e
s ta
sw 49
99 22
2m
t existing 76
50
in g
telstra 100 132
LANDSCAPE LEGEND GENERAL NOTES 23
rk
pits
pa
new stormwater pit 77
51
CAR PARK 1 bioretention
nt
101 133 proposed shrub
de
Refer to survey drawings and consultants drawings for existing setback 2m from 24 & ground cover
s tu
boundry planting
services locations. 52
w
&
102 25 134
ff
s
th
s ta
78
Proposed new trees x 26 Location and extent are indicative only. EXISTING
o tp a
existing 53
refer plant palette 103 JOB:
in e
stormwater 26 BUILDING
g
135
k in
e fo
Builder shall allow to locate all existing services within builders
rl
grate 79
GSL06
we
54
ar
site area and remove or protect as required to suit proposed
cret
rp
104
se
a ll
documentation. bioretention / 27
ito
new crossing 136
in g w
in g
detention basin 80
con
v is
Proposed new shrub and ground cover
is t
105 planting
in g
28
ex
refer plant palette
tin g
retain
81 137
rk
55
pa
DATE:
e x is
106 29
nt
TOTAL AREA 1/11/18
lo c k
de
new stormwater pit 82 138
Area = 4,959m2 56
s tu
in g b
107
&
83
PROPOSED
ff
CAR PARK 57 139
s ta
Existing trees to remain x 9
e x is t
Area = 3,580m2 ( 72.2% ) 108
w
30
in g
CARPARK 1
in g
84
p a rk
58 140
rk
LANDSCAPE
pa
109 85 31
Area = 1,379m2 ( 27.8% )
nt
dent
de
59
proposed new crossing
s tu
32
& s tu
new trees
boundry line
&
110
CAR PARKS 60
ff
Existing trees to be removed x 13 141
s ta
s
Total Number = 149 s ta ff 33 existing sewer manhole
Staff & Student = 1 - 125 61
111 142
Visitor Parking = 126 - 149 34
in g
rk
ce
62
pa
TREES 143
en
112 35 general services
nt
kf
Total Number = 39
de
alignments refer
lin
63
s tu
engineer for details
a in
144 proposed new
g
w
36
k in
Tree to Car space ratio = 1 tree to 4 car spaces
ch
concrete
&
113 126
ar
ff
hardstand
in g
64
s ta
rp
is t
37 145
ito
ex
127
v is
114 65
38 146
line of The text continues on section 27.