Council archive · source document
Approved Plans - MCU18-0097 · MCU18/0097
Plans and drawings: the text below has words only, no drawings.
N
EUMU -
NDI N
OOSA
ROAD
APPROVED PLAN
MCU18/0097
2.0m
NOOSA COUNCIL
21 NOVEMBER 2019
-
2.1m
110 111 112 113 114 115 116 117 118 119 120 121 122 123 124 125 126 127 128 129 130 131 132 133
109 1
108
2.4m 2.4m 2
107
4.8m
6.2m
4.8m
106 2.4m 3
105 4
2.4m
104 79 80 81 82 83 84 85 86 87 88 89 90 91 92 93 94 95 96 97 98 5
LEGEND
103
1.9m EXTENT OF WORKS
102 6
55 56 57 58 59 60 61 62 63 64
65 65 66 67 68 69 70 71 72 73 74 75 76 77 78 EXISTING STORMWATER PIPE
101 6.4m 7
EXISTING TELSTRA
100 8
2.4m EXISTING WATER MAIN
9
6.2m
99 2.4m EXISTING OVERHEAD ELECTRICAL
4.8m
WALTER HAY DRIVE
10
5.4m EXISTING SEWER MAIN
11
5.4m
34 35 36 37 38 39 40 41 42 43 44 45 46 47 48 49 50 51 52 53 54 PROPOSED TREES
2.4m
12
13 TREES TO REMAIN
5.4m
33 32 31 30 29 28 27 26 25 24 23 22 21 20 19 18 14
2.400
15
2.4m
16
6.0m
5.400
2.4m 2.4m 17
134 135 136 137 138 139 140 141 142 143 144 145 146 147 148 149 150 151 152 153 2.400
4.800
PRELIMINARY ISSUE
NOT FOR CONSTRUCTION
CONTRACTOR TO CONFIRM AND
1:250 AT A1 0 5 10 15 20m
LOCATE ALL EXISTING SERVICES PRIOR
1:500 AT A3 TO COMMENCEMENT OF WORKS
Rev. Date Revision Details Drn App.
Builders Name Client Name Project Details Drawing Title: Drawn
DKC
Signed Date Scale: Sheet Size
A1
Project Number
G 17-06-19 ISSUED FOR INFORMATION DKC AJP Odyssey Consulting Group Designed Signed Date
K4277
F 29-05-19 ISSUED FOR INFORMATION DKC AJP Structural and Civil Engineers PROPOSED CARPARK PROPOSED CAR PARK LAYOUT AJP
GOOD SHEPHERD
E 23-05-19 ISSUED FOR INFORMATION DKC AJP 115 EUMUNDI ROAD
Odyssey Consulting Group ABN 81 246 994 126 Telephone: +61 7 5575 7744
LUTHERAN COLLEGE Checked Signed Date
D 20-05-19 ISSUED FOR INFORMATION DKC AJP
Suite 5 Corporate House
155 Varsity Parade Varsity Lakes Q 4227
Facsimile: +61 7 5641 7992
w:odcconsulting.com.au
NOOSAVILLE
PO Box 4579 Robina Town Centre Email: [email protected] Drawing No. Rev.
C 05-11-18 ISSUED FOR INFORMATION SS AJP Queensland Australia 4230
Approved Signed Date
B 30-10-18 ISSUED FOR INFORMATION SS AJP
A 14-03-18 ISSUED FOR INFORMATION DKC AJP
P004 G
Document Set ID: 20933410 20894174
Version: 1, Version Date: 16/07/2019 03/07/2019
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Page 2
-
LEGEND 12.50
4.91
APPROVED PLAN
BKCH
PROPOSED BARRIER KERB & CHANNEL MCU18/0097
BK
PROPOSED BARRIER KERB NOOSA COUNCIL
MK
PROPOSED MOUNTABLE KERB 0.92 2.80
21 NOVEMBER 2019
-
EXISTING KERB TO BE 2.20 6.85 B85 PASSENGER CAR
DEMOLISHED & REMOVED
BUS meters
EXISTING KERB / EDGE OF BITUMEN Width : 1.94
meters Track : 1.84
RP BOUNDARY Width : 2.50 Lock to Lock Time : 6.0
Track : 2.50 Steering Angle : 33.6
EXISTING TREE TO BE REMOVED Lock to Lock Time : 6.0
Steering Angle : 36.6
GOOD SHEPHERD LUTHERAN
COLLEGE
1
SP228052
PLANTER FOOTPRINT
PROPOSED REDUCED TO
PROPOSED RAISED FACILITATE
CARPARK FOOTPATH WIDTH
PEDESTRIAN
CROSSING
PROVIDE RAISED CROSSOVER TO MAINTAIN N
3.50m
INTERIM ACCESS TO INTERNAL CARPARK.
FOOTPATH
30
4.30m
STANDARDS 2004 (AU_NZ)
SP170751 WAITING AREA
B85
(c) 2019 Transoft Solutions, Inc. All rights reserved.
MK EXISTING BUS PICK-UP / DROP-OFF TO REMAIN
4.10m
B85
CIRCULATING AISLE TO REMAIN
(c) 2019 Transoft Solutions, Inc. All rights reserved.
STANDARDS 2004 (AU_NZ)
BK
PEDESTRIAN CROSSING
5.60m
4.50m
B85
(c) 2019 Transoft Solutions, Inc.
STANDARDS 2004 (AU_NZ)
All rights reserved.
NO STANDING
B85
(c) 2019 Transoft Solutions, Inc. All rights reserved.
STANDARDS 2004 (AU_NZ) CIRCULATING AISLE TO BE RETAINED.
BK
4.00m
CH EXISTING ANGLE PARKING SPACES TO REMAIN
BK
B85
STANDARDS
(c) 2019 Transoft
Solutions, Inc. All
rights reserved.
2004 (AU_NZ)
RAISED PEDESTRIAN
EXISTING ANGLE PARKING SPACES TO REMAIN CROSSING.
4.40m
CIRCULATING AISLE
AU
ST
RO
BU S 2
(c)
2019
AD
Transoft
)
Solutions
NZ
, Inc.
All
rights
reserved.
U_
S 013
5
B8 2004 (A
(c)
2019
Transoft
Solutions,
Inc.
All
rights
reserved.
R DS
DA
AN
BUS
(A
ST
U)
(c) 2019 Transoft Solutions, Inc. All rights reserved.
AUSTROADS 2013 (AU)
BOOM GATE TO ALLOW STAFF PARKING
ONLY ( PRIOR TO 4PM ON SCHOOL DAYS).
NO VISITOR OR SHORT TERM PARKING IN WALTER HAY DRIVE NORTH
THE THE PARKING AREA.
CONTRACTOR TO CONFIRM AND
PRELIMINARY ISSUE LOCATE ALL EXISTING SERVICES PRIOR
NOT FOR CONSTRUCTION TO COMMENCEMENT OF WORKS
1:250 AT A1 0 5 10 15 20m
1:500 AT A3
Rev. Date Revision Details Drn App.
Builders Name Client Name Project Details Drawing Title: Drawn Signed Date Scale: Sheet Size
A1
SS Project Number
Odyssey Consulting Group Designed Signed Date
K4277
Structural and Civil Engineers PROPOSED CAR PARK
6 17-06-19 ISSUED FOR INFORMATION DKC GOOD SHEPHERD PICK-UP / DROP-OFF
5 17-05-19 ISSUED FOR INFORMATION JA 115 EUMUNDI ROAD
Odyssey Consulting Group
Suit 5 Corporate House
ABN 81 246 994 126 Telephone: +61 7 5575 7744
Facsimile: +61 7 5641 7992 LUTHERAN COLLEGE LAYOUT PLAN
Checked Signed Date
4 13-02-19 ISSUED FOR INFORMATION SS 155 Varsity Parade Varsity Lakes Q 4227
PO Box 4579 Robina Town Centre
w:odcconsulting.com.au
Email: [email protected]
NOOSAVILLE
3 26-10-18 ISSUED FOR INFORMATION SS Drawing No. Rev.
Queensland Australia 4230
Approved Signed Date
2 25-10-18 ISSUED FOR INFORMATION SS
1 24-10-18 ISSUED FOR INFORMATION SS
P013 6
Document Set ID: 20933410 20894174
Version: 1, Version Date: 16/07/2019 03/07/2019
S:\K4277\Engineering Data\Acad\Drawings\Preliminary\K4277-P013.dwg, 18/06/2019 2:26:51 PM, DaleC, AutoCAD PDF (General Documentation).pc3
Page 3
-
APPROVED PLAN
MCU18/0097
NOOSA COUNCIL
21 NOVEMBER 2019
-
Conceptual
Stormwater
Management Plan
Proposed Car Park
Lot 30 on SP170751
115 Eumundi Noosa Road
Noosaville
Revision: E
18 June 2019
Project No: K4277-0002-E
Document Set ID: 20894174
Version: 1, Version Date: 03/07/2019
Page 4
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
E 18 June 2019 Full revision AJP AP AP
Reviewed by RPEQ Reg. No. Signed Date
Aaron Pianta 10423 18 June 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-E 18 June 2019 Page i of iii
Document Set ID: 20894174
Version: 1, Version Date: 03/07/2019
Page 5
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
Site Topography.......................................................................................................................... 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
Catchment Definition and Lawful Point of Discharge ................................................................. 3
Coefficient of Runoff ................................................................................................................... 3
Time of Concentration ................................................................................................................ 4
Design Flow Rates ...................................................................................................................... 4
3.3 Post Development ...................................................................................................................................... 4
Catchment Definition and Lawful Point of Discharge ................................................................. 4
Coefficient of Runoff ................................................................................................................... 5
Time of Concentration ................................................................................................................ 5
Design Flow Rates ...................................................................................................................... 5
3.4 External Catchments .................................................................................................................................. 6
Catchment Definition.................................................................................................................. 6
Coefficient of Runoff ................................................................................................................... 6
Time of Concentration ................................................................................................................ 6
Design Flow Rates ...................................................................................................................... 7
External Catchment Channel Conveyance .................................................................................. 7
4.0 STORMWATER DETENTION ................................................................................................................................. 7
4.1 Objective .................................................................................................................................................... 7
4.2 Hydraulic Model ......................................................................................................................................... 7
4.3 Detention Volume ...................................................................................................................................... 8
5.0 WATER QUALITY ASSESSMENT ........................................................................................................................... 9
5.1 Background ................................................................................................................................................ 9
5.2 Water Quality Objectives ........................................................................................................................... 9
5.3 Construction Phase .................................................................................................................................. 10
Common Pollutants .................................................................................................................. 10
Performance Criteria ................................................................................................................ 10
Sediment and Erosion Controls ................................................................................................. 10
Water Quality Monitoring and Inspections .............................................................................. 11
Reporting .................................................................................................................................. 11
5.4 Operational Phase .................................................................................................................................... 12
Stormwater Quality Improvement Devices ............................................................................... 12
Design Parameters of the Stormwater Quality Improvement System ...................................... 12
Post Development Modelling Results - Mitigated .................................................................... 13
6.0 OPERATIONAL PHASE MAINTENANCE REQUIREMENTS ......................................................................................13
6.1 Bio-retention Basin Maintenance ............................................................................................................ 13
7.0 CONCLUSIONS ...................................................................................................................................................14
K4277-0002-E 18 June 2019 Page ii of iii
Document Set ID: 20894174
Version: 1, Version Date: 03/07/2019
Page 6
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 (25 minute Storm) ........................................... 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 ...................................................................................... 5
Table 9: Catchment B Post Development Peak Flow Rates ...................................................................................... 6
Table 10: Catchment C Post Development Flow Rates .............................................................................................. 6
Table 11: External Catchment C ................................................................................................................................. 6
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 ........... 8
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 ............................................................................................. 14
APPENDICES
Appendix A Skyline Surveyors, Contour and Detail Survey (Ref: 21 April 2017)
Appendix B Burling Brown Architects, Carpark 1 (Ref: GSL06/SK03/P7)
Burling Brown Architects, Carpark 2 (Ref: GSL06/SK04/P7)
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/E)
Appendix E Odyssey Consulting Group, External Catchment Plan (Ref: K4277/P011/C)
Appendix F Odyssey Consulting Group, Stormwater Management Plan (Ref: K4277/P007/G)
Odyssey Consulting Group, Stormwater Detention and Bioretention Details (Ref: K4277/P010/E)
Appendix G Odyssey Consulting Group, Sediment and Erosion Control Plan (Ref: K4277/P008/D)
Odyssey Consulting Group, Sediment and Erosion Control Details (Ref: K4277/P009/B)
K4277-0002-E 18 June 2019 Page iii of iii
Document Set ID: 20894174
Version: 1, Version Date: 03/07/2019
Page 7
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.
The subject site is described in Table 1 and has a total area of 5,014 m2.
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 2019.
K4277-0002-E 18 June 2019 Page 1 of 14
Document Set ID: 20894174
Version: 1, Version Date: 03/07/2019
Page 8
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)
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.
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-E 18 June 2019 Page 2 of 14
Document Set ID: 20894174
Version: 1, Version Date: 03/07/2019
Page 9
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, Carpark 1 (Ref: GSL06/SK03/P7), Carpark 2 (Ref: GSL06/SK04/P7) 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
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 Odyssey Consulting Group, Pre
Development Catchment Plan (Ref: K4277/P005/B) in Appendix C.
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-E 18 June 2019 Page 3 of 14
Document Set ID: 20894174
Version: 1, Version Date: 03/07/2019
Page 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 2: Pre Development Coefficients of Runoff
Catchment 2 5 10 20 100
A 0.60 0.67 0.70 0.74 0.84
Time of Concentration
To calculate the time of concentration for the internal catchment the Friends Equation (tc =
(107nL0.333)/S0.2) 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 Overland flow flow
Area (m2) 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
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
Peak Flow Rate (m3/s) Q 0.095 0.132 0.154 0.183 0.267
3.3 Post Development
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 & 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/E) included as Appendix D.
K4277-0002-E 18 June 2019 Page 4 of 14
Document Set ID: 20894174
Version: 1, Version Date: 03/07/2019
Page 11
GOOD SHEPHERD LUTHERAN COLLEGE ODYSSEY CONSULTING GROUP
Lot 30 on SP170751 Conceptual Stormwater Management Plan
115 Eumundi Noosa Road, Noosaville Project No: K4277
Coefficient of Runoff
The post development coefficient of runoff (C year) was determined based on the fraction impervious
(fi) method as specified in QUDM. Using a one hour, ten year rainfall intensity (1I10) 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
Catchment Impervious Area (m2) Catchment Area (m2) Fraction Impervious C10
A 3092 3,878 0.80 0.86
B 592 889 0.67 0.83
C 0 247 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 post development coefficients of runoff as shown in
Table 6.
Table 6: Post Development Coefficients of Runoff
Catchment 2 5 10 20 100
A 0.73 0.82 0.86 0.90 1.00
B 0.71 0.79 0.83 0.87 1.00
C 0.60 0.67 0.70 0.74 0.84
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 Overland flow Concentrated flow
Area (m2) Properties Total tc
Friend’s Equation QUDM Figure 4.09
Horton’s (n) = 0.035
Light cover
L=5m
C 247 bushland / poor n/a 5 min
Slope = 6%
grass cover
t = 4.5min
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.
Table 8: Catchment A Post Development Peak Flow Rates
Average Recurrence Interval ARI 2 5 10 20 100
Coefficient of Runoff C 0.73 0.82 0.86 0.90 1.00
Average Rainfall Intensity
I 164 202 223 253 321
(mm/h)
Area of Catchment (ha) A 0.388 0.388 0.388 0.388 0.388
Peak Flow Rate (m3/s) Q 0.129 0.178 0.207 0.246 0.346
K4277-0002-E 18 June 2019 Page 5 of 14
Document Set ID: 20894174
Version: 1, Version Date: 03/07/2019
Page 12
GOOD SHEPHERD LUTHERAN COLLEGE ODYSSEY CONSULTING GROUP
Lot 30 on SP170751 Conceptual Stormwater Management Plan
115 Eumundi Noosa Road, Noosaville Project No: K4277
Table 9: Catchment B Post Development Peak Flow Rates
Average Recurrence Interval ARI 2 5 10 20 100
Coefficient of Runoff C 0.71 0.79 0.83 0.87 1.00
Average Rainfall Intensity
I 164 202 223 253 321
(mm/h)
Area of Catchment (ha) A 0.089 0.089 0.089 0.089 0.089
Peak Flow Rate (m3/s) Q 0.029 0.039 0.046 0.054 0.079
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 0.025 0.025 0.025 0.025 0.025
Peak Flow Rate (m3/s) Q 0.007 0.009 0.011 0.013 0.018
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.
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.
Coefficient of Runoff
The coefficient of runoff (Cy) was determined based on the fraction impervious (fi) 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
reflects the potential fully developed future land use. Using a one hour, ten year rainfall intensity (1I10)
of 72.3 mm/hr, a C10 value of 0.70 has been adopted for External Catchment A.
Time of Concentration
To calculate the time of concentration for the external catchment the Friends Equation (tc =
(107nL0.333)/S0.2) 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 Overland flow Concentrated flow
Area (m2) 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
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GOOD SHEPHERD LUTHERAN COLLEGE ODYSSEY CONSULTING GROUP
Lot 30 on SP170751 Conceptual Stormwater Management Plan
115 Eumundi Noosa Road, Noosaville Project No: K4277
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
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 western boundary. For details and locations of the
proposed field inlet refer to Odyssey Consulting Group, Stormwater Management Plan (Ref:
K4277/P007/G) 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 Q100 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 three post development Catchments. Catchment A and B flows shall
be directed towards existing stormwater infrastructure located in Walter Hay Drive via a detention
tank. Catchment C will remain unchanged and will discharge flows towards existing stormwater
infrastructure located in Walter Hay Drive.
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GOOD SHEPHERD LUTHERAN COLLEGE ODYSSEY CONSULTING GROUP
Lot 30 on SP170751 Conceptual Stormwater Management Plan
115 Eumundi Noosa Road, Noosaville Project No: K4277
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) 0.163 0.264 0.427
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
Detention Tank Base Surface Area 60 m2
Detention Tank Top Surface Area 60 m2
Detention Tank Invert Level 7.70 m
Detention Tank Height (including 300mm freeboard) 2m
Low Flow Outlet Orifice (at invert of detention tank) 240 mm
Mid Flow Orifice Diameter (at 0.63 m above invert of
120 mm
detention area)
High Flow Weir (at 1.58 m above invert of detention
1.8 m
tank)
Detention Volume (not including freeboard) 100 m3
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.
Table 15: Comparison of Pre Development, Post Development and Mitigated Flow Rates for Catchment B
Average Recurrence Interval 2 10 100
DRAINS Pre Development Flow Rate m3/s 0.104 0.169 0.277
DRAINS Post Development Flow Rate
m3/s 0.163 0.264 0.427
Catchment A Q100
DRAINS Mitigated Development Flow Rate m3/s 0.104 0.168 0.274
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Document Set ID: 20894174
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GOOD SHEPHERD LUTHERAN COLLEGE ODYSSEY CONSULTING GROUP
Lot 30 on SP170751 Conceptual Stormwater Management Plan
115 Eumundi Noosa Road, Noosaville Project No: K4277
Figure 3: Mitigated Post Development Catchment Q100 Flow Rates (25 minute Storm)
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 Walter Hay Drive. 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.
The hydraulic analysis using the DRAINS model has determined that a minimum of 100 m3 of storage
is required for runoff attenuation and is to be provided in the form of a detention tank located within
the proposed car park area. Refer to Odyssey Consulting Group, Stormwater Management Plan (Ref:
K4277/P007/G) and Odyssey Consulting Group, Stormwater Detention and Bio Retention Details (Ref:
K4277/P010/E) 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):
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GOOD SHEPHERD LUTHERAN COLLEGE ODYSSEY CONSULTING GROUP
Lot 30 on SP170751 Conceptual Stormwater Management Plan
115 Eumundi Noosa Road, Noosaville Project No: K4277
80% reduction in Total Suspended Sediment (TSS);
45% reduction in Total Nitrogen (TN);
60% reduction in Total Phosphorus (TP); and
90% reduction in Gross Pollutants (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.
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
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).
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/D &
Ref: K4277/P009/B) 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.
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GOOD SHEPHERD LUTHERAN COLLEGE ODYSSEY CONSULTING GROUP
Lot 30 on SP170751 Conceptual Stormwater Management Plan
115 Eumundi Noosa Road, Noosaville Project No: K4277
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.
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.
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.
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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 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/G) and Odyssey Consulting Group, Stormwater Detention and
Bioretention Details (Ref: K4277/P010/E) 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.
Stormwater Quality Improvement Devices
Site runoff from Catchment A and B will be directed into bio-retention basins located at the West
(basin A) and South (basin B) of the site respectively. Catchment C will remain unchanged and will
bypass treatment and discharge direct to Council stormwater infrastructure. For further details see
Odyssey Consulting Group, Stormwater Management Plan (Ref: K4277/P007/G) included in Appendix
F. The proposed treatment train for the development is shown in Figure 4.
Figure 4: Music Modelling Treatment Train
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;
Filter Area Basin A: 34m2, Basin 2: 13m2;
Surface Area Basin B: 55m2, Basin 2: 25m2.
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GOOD SHEPHERD LUTHERAN COLLEGE ODYSSEY CONSULTING GROUP
Lot 30 on SP170751 Conceptual Stormwater Management Plan
115 Eumundi Noosa Road, Noosaville Project No: K4277
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) 6.66 6.57 1.5 -
TSS (kg/yr) 2590 461 82.2 80%
TP (kg/yr) 4.56 1.15 74.8 60%
TN (kg/yr) 21 10.5 49.9 45%
Gross Pollutants (kg/yr) 125 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.
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.
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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:
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
compared with the pre development scenario. A detention tank with 100 m3 of volume is proposed to
mitigate the increase in flows from the development.
A combination of two bio-retention basins, 34 m2 and 13m2 respectively is proposed for the
operational phase of the development to treat stormwater runoff. Permeable pavement has also
been provided around existing tree drip zones, although, the permeable pavement will not contribute
towards water quality outcomes. 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-E 18 June 2019 Page 14 of 14
Document Set ID: 20894174
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