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Appendix E - Stormwater Management Plan · MCU22/0140
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ingeniir STORMWATER MANAGEMENT PLAN 215101-SMP-01 Proposed Duplexes 7 Ruby Street Cooroy 4563 Lot 616 on C56014 Ingeniir Pty Ltd AUGUST 22 Authored by: Daniel Kenna for and on behalf of Ingeniir Pty Ltd. Ingeniir Pty Ltd | 215101-SMP-01 ABN: 99 642 485 363 | PO Box 988 Maroochydore QLD 4558 | [email protected] | 0404157187 Page 1 | 14
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DOCUMENT INFORMATION
Document Reference Date Author Reviewed Review Date
215101-SMP-01 26/04/2022 Daniel Kenna Daniel Kenna 02/08/2022
© Ingeniir Pty Ltd (2022) All Rights Reserved. Copyright in the whole and every part of this document belongs
to Ingeniir Pty Ltd and may not be used, sold, transferred, copied or reproduced in whole or in part in any
manner or form or in or on any media to any person without the prior written consent of Ingeniir Pty Ltd.
DOCUMENT DETAILS & CERTIFICATION
Report Title Stormwater Management Plan
Document Reference 215101-SMP-01
Street Address 7 Ruby Street, Cooroy
Legal Description Lot 616 on C56014
Prepared for Robyn Kildey
Revision 01
Date 26/04/2022
Prepared By Daniel Kenna
For and on behalf of Ingeniir Pty Ltd
Certified By Daniel Kenna
Qualifications RPEQ 15522
For and on behalf of Ingeniir Pty Ltd
Signed
Date 02/08/2022
Ingeniir Pty Ltd | 215101-SMP-01
ABN: 99 642 485 363 | PO Box 988 Maroochydore QLD 4558 | [email protected] | 0404157187
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EXECUTIVE SUMMARY
Ingeniir Pty Ltd (Ingeniir) have been engaged by Robyn Kildey to produce this Stormwater Management Plan
(SMP) in support of the Material Change of Use application for the Proposed Duplexes at 7 Ruby Street
Cooroy 4563, Lot 616 on C56014.
This report is comprised of stormwater quantity and quality assessments. The quantity assessment is
undertaken to confirm a ‘non-worsening’ discharge of peak flow from the developed site. The quality
assessment is undertaken to determine the required stormwater treatment measures to be implemented on
site to comply with Local and State Authority requirements.
Stormwater Quantity Calculations consider storm events up to and including the 1% AEP storm event. The
purpose is to ensure that the existing infrastructure and/or downstream properties are not adversely
affected by the proposed development.
The stormwater quantity assessment determined that a measurable increase to the impervious area will
occur due to the proposed development which would result in an increase to peak discharge rates if no flow
mitigation were implemented. On-site detention measures are proposed for this development to mitigate
stormwater flows for the development.
Currently no quality stormwater management measures are in place for the existing subject site. As the
proposed development area is less than 2500m2; best-management practice for stormwater treatment
measures are to be implemented on site in accordance with current Industry Best Practice, WSUD Engineering
Guidelines and State and Local Stormwater Quality Objectives.
All relevant standards and guidelines are addressed in this Stormwater Management Plan including;
criteria from the Queensland Urban Stormwater Quality Planning Guidelines (2010), Queensland Urban
Drainage Manual (QUDM) and the Australian Rainfall and Runoff Guidelines.
Ingeniir Pty Ltd | 215101-SMP-01
ABN: 99 642 485 363 | PO Box 988 Maroochydore QLD 4558 | [email protected] | 0404157187
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1. INTRODUCTION
Ingeniir Pty Ltd (Ingeniir) have been engaged by Robyn Kildey to produce this Stormwater Management Plan
in relation to the Proposed Duplexes Development at 7 Ruby Street Cooroy 4563, Lot 616 on C56014.
There are no existing approvals over the allotment.
2. EXISTING SITE CONDITIONS
The site is legally described as Lot 616 on C56014, with an allotment area of 1012m2. The site is located within
the Noosa Shire Council local government area.
SITE
Plate 1: Site Locality
The site currently has an existing residential dwelling, sheds and driveway on site. The site elevation ranges
from approximately 107m in the rear right (North-East) to 169.4m at the front left (South-West) of the
allotment. Currently the roof water of the residence discharges to the kerb on Ruby Street and surface flows
generally discharge to the neighbouring property on the West. The shed at the rear and a rear portion of the
allotment currently drain to Opal Lane.
The lawful points of discharge for the site is the Ruby Street and Opal Lane Road Reserves.
Ingeniir Pty Ltd | 215101-SMP-01
ABN: 99 642 485 363 | PO Box 988 Maroochydore QLD 4558 | [email protected] | 0404157187
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3. DESIGN OBJECTIVES
The objective of this report is to demonstrate that the project can comply with the Noosa Shire Council’s
codes and policies in relation to stormwater management through the implementation of the following
objectives;
• Maintain stormwater quality in accordance with local and state policies
• Manage and Mitigate quantities of peak stormwater discharge
• Adopt Water Sensitive Urban Design (WSUD) principles throughout
• Stormwater Harvesting and re-use for landscaping and alternative uses
• Provide immunity and resilience from flooding
This report outlines the design requirements to achieve the above objectives in a site-specific context.
4. STORMWATER STRATEGY
The site is situated between Opal Lane on the North and Ruby Street on the South. There is stormwater
infrastructure in Ruby Street across the frontage of the site with a field inlet approximately central to the
frontage; and it is proposed to discharge the Southern portion of the development into this field inlet.
It is achievable to maintain acceptable flows to both Ruby Street and Opal Lane through the implementation
of on-site detention.
Above ground tanks will be utilised for the Northern portion of the site (Opal Lane Units) for detention and
retention purposes to maintain a small footprint and maximise deep planted landscaping available for the
development and provide gravity irrigation to landscaping on the site.
The Southern Portion of the site (Ruby Street Units) will utilise an underground rainwater tank for
stormwater mitigation located under the driveway that is proposed to discharge into the field inlet in front of
the site.
5. STORMWATER QUALITY
5.1 Construction Phase
The State Planning Policy (DILGP, 2017) Appendix 2 – Stormwater management design objectives
Table A: Construction phase – stormwater management design objectives outlines construction phase
requirements for stormwater quality.
The following manuals (as a minimum) should be read and implemented by any contractor proceeding with
the development construction;
• State Planning Policy Appendix 2 Table A – available here
• IECA Principles of Construction Site ESC – available here
• Water by Design ESC Factsheet Suite – available here
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ABN: 99 642 485 363 | PO Box 988 Maroochydore QLD 4558 | [email protected] | 0404157187
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Detailed Erosion and Sediment Control design and plans should be documented by a suitably experienced
professional in conjunction with any application, or prior to commencing with the Operational Works
associated with the proposed development on site.
5.2 Operational Phase
The site has an allotment area of 1012m2 and as such does not trigger local or state requirements for
operational treatment objectives for stormwater quality.
The above ground rainwater retention tanks will provide opportunity for nutrient retention on-site and it is
proposed that the tanks will be used for landscape irrigation and other external uses. In context of the scale
of the development the re-use of rainwater on site is considered an acceptable outcome.
6. STORMWATER QUANTITY
The development is proposed to incorporate stormwater detention to mitigate the increase in peak discharge
from the site.
The Bureau of Meteorology 2016 IFD service has been used for all analysis in this report.
A Rational Method estimation of the stormwater discharge has been used to estimate the pre-developed
runoff performance of the site. The detention analysis has been proportioned to match or improve on the
pre-developed flows as determined by the Rational Method. A summary of the Rational Method discharge
estimations are presented in Table 1.
DISCHARGE ESTIMATES ( m 3 / s)
Pre-Developed Flow Rates Developed Flow Rates
AEP Rational Method WBNM Difference Rational Method
63.20% 0.02 0.021 0.001 (105%) 0.022
39.35% 0.027 0.029 0.002 (107%) 0.029
18.14% 0.038 0.039 0.001 (103%) 0.04
10% 0.046 0.049 0.003 (107%) 0.048
5% 0.054 0.06 0.006 (111%) 0.058
2% 0.07 0.067 -0.003 (96%) 0.074
1% 0.08 0.074 -0.006 (93%) 0.085
Table 1: Rational Method discharge estimation for the site
A WBNM 2017 (v001) hydrology model has been used to determine the detention volume required to
maintain or improve on the current flow characteristics of the site. Temporal patterns from ARR2016 have
been used in the analysis, along with reference parameters from the ARR Data Hub.
The WBNM pre-developed model was calibrated to achieve an acceptable alignment with the existing site
Rational Method estimates for whole of site discharge.
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As the development site is only 1012m2 there is not a practical way to produce better alignment than that
achieved in this analysis as;
• Increasing initial losses further would result in the 1% AEP storm estimates becoming unconservative,
• Adjusting the Lag Parameter primarily affects the timing of the peak, so only serves to reduce
discharge rates by extending the critical duration, and has limited effect on smaller catchments.
On larger catchments Lag Parameter adjustments can bring the frequent events into good agreement with
the Rational Method.
As the appreciable magnitude of the difference in discharge between the Rational Method and WBNM
estimates peak at 6L/s it is considered that the calibration undertaken is acceptable. The calibration between
the WBNM and Rational Method existing flow estimations are presented in Table 1.
The adopted parameters for the WBNM analysis are presented in Table 2.
WBNM ANALYSIS PARAMETERS
Parameter Value Source / Justification
ARRDH Suggested 36mm Initial Loss, However this was deemed
Initial Loss 15mm excessive, and the loss rate was calibrated to get a close alignment
with the rational method
Imp. Initial Loss 1mm Adopted as per industry practice
Continuing Loss 2.6mm/hr ARRDH, this has been adopted as it is deemed acceptable
This has been decreased from the recommended value of 1.7 in the
WBNM documentation as part of the calibration, and deemed to give
Lag Parameter 1.6
a great fit if the shorter duration events are compared to the rational
method.
Table 2: WBNM analysis parameters
6.1 Detention Analysis
The WBNM parameters in Table 2 have been used with the proposed development areas to obtain an
estimation of how the site will perform with peak flow mitigation measures implemented.
For this analysis it has been adopted that 100% of the roof areas is to be connected to the detention and
retention tanks, with the eaves gutters and connecting pipework sized for a 1% AEP storm event.
6.2 Detention Sizing and Details
The required detention volume that was determined to maintain or improve the pre-development discharge
rates for the site was 6,000L. This is proposed to be comprised of two 3000L slimline tanks (half-half split for
detention/retention – 1,500L detention/retention per tank) connected to the Units discharging to Opal Lane,
and one 3,000L tank for the Units discharging to Ruby Street with properties as listed in Table 3 and Table 4
respectively.
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OPAL LANE UNITS DETENTION TANK PROPERTIES
Roof/Impervious Area Connected 100%
Eaves Gutter Size 1% AEP
Number of Tanks 2
Total Detention Capacity 3,000L
Total Retention/Re-use Capacity 3,000L
Height 2020mm
Length 2600mm
Width 820mm
QTank's 3,000 Litre
Example Product
Slimline Poly Water Tank
Table 3: Opal Lane Units Detention tank properties
RUBY STREET UNITS DETENTION TANK PROPERTIES
Roof/Impervious Area Connected 100%
Eaves Gutter Size 1% AEP
Number of Tanks 1
Total Detention Capacity 3,000L
Height 900mm
Length 2500mm
Width 250mm
Duraplas 3000L Lattice
Example Product
Underground Tank
Table 4: Ruby Street Units Detention tank properties
The outlet configuration of the tanks is proposed to be constructed of an external standpipe, with outlet
orifices drilled into the exterior of the tank with puddle flanges to connect to the standpipe. The outlet
details are presented in Table 5 and Table 6.
OPAL LANE UNITS DETENTION TANK OUTLET DETAILS
Feature Size Height from base
Top of Tank Overflow As per manufacturer 2020mm
Top Outlet 90mm diameter 1900mm
1010mm
Low Flow 35mm diameter (retention below this
height)
Table 5: Opal Lane Units Detention tank outlet details
RUBY STREET UNITS DETENTION TANK OUTLET DETAILS
Feature Size Height from base
Top of Tank Overflow As per manufacturer 1000mm
Top Outlet 90mm diameter 800mm
Low Flow 30mm diameter 0mm
Table 6: Ruby Street Units Detention tank outlet details
Ingeniir Pty Ltd | 215101-SMP-01
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6.3 Detention Results
The Opal Lane Units detention tanks are proposed to discharge to Opal Lane via two 100mm diameter kerb
adapters; with total peak discharge rates to Opal Lane estimated at 37L/s for a 1% AEP 10 min critical storm
which is an increase on the current discharge to Opal Lane of 21L/s, with the increase attributed to the
redirection of surface flows currently discharging across the western boundary.
As there is no piped infrastructure within Opal Lane it is impractical to detain the surface flows, and the
redirection of flows into a Council controlled discharge point is considered an improvement on the current
drainage scenario and is considered a preferable outcome. All flows (pre-developed and developed) enter the
same existing stormwater infrastructure to the west of the site, as the total site discharge is maintained there
can be no worsening to the performance of the existing infrastructure.
The Ruby Street Units detention tank is proposed to discharge to the field inlet in Ruby Street via a 150mm
diameter pipe; with total peak discharge rates to Ruby Street estimated at 37L/s for a 1% AEP 10 min critical
storm which is an improvement on the current discharge to Ruby Street of 59L/s.
WBNM WHOLE OF SITE DETENTION SUMMARY
Pre-Development Post-Development
AEP Duration Duration Performance
Q (m3/s) Q (m3/s)
(min) (min)
63.20% 0.021 15 0.013 15 62%
39.35% 0.029 15 0.027 15 93%
18.14% 0.039 15 0.039 15 100%
10% 0.049 10 0.046 15 94%
5% 0.06 10 0.052 15 87%
2% 0.067 10 0.064 10 96%
1% 0.074 10 0.074 10 100%
Table 7: Comparison of pre and post development site discharge rates
As demonstrated in Table 7, the proposed detention system successfully mitigates stormwater discharge for
the proposed development to pre-development discharge rates.
The proposed development improves on existing stormwater discharge arrangement by redirecting surface
flows currently discharging across the western boundary into Council controlled infrastructure.
As the proposed development maintains current peak discharge rates, it is not considered to affect the
existing capacity of the downstream infrastructure.
7. FLOODING
The site is in an elevated position locally and regionally and is not known to have any flood risk. A review of
the Noosa Shire Council’s Intramaps Interactive Mapping (accessed 23/04/2022) indicates that the site is not
affected by any known flood studies. Refer Plate 2 for an excerpt of the mapping system.
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Plate 2: Noosa Shire Council Flood Inundation Extents in the vicinity of the site (highlighted in red)
8. CONCLUSION
The proposed development has been analysed to provide design requirements to meet local and state
authority guidelines for stormwater quality and quantity outcomes.
The development proposes to use on site water retention for landscape irrigation to satisfy alternative water
quality requirements.
The proposed detention system successfully mitigates stormwater discharge for the proposed development
to pre-development discharge rates; whilst improving existing stormwater discharge arrangement by
redirecting surface flows currently discharging across the western boundary into Council controlled
infrastructure.
As the proposed development maintains current peak discharge rates, it is not considered to affect the
existing capacity of the downstream infrastructure by improving or maintaining whole of site stormwater
discharge rates for all events up to and including the 1% AEP.
If you wish to discuss this report and analysis further, please contact Daniel Kenna.
Daniel Kenna
Beng CPEng MIEAust RPEQ 15522 NER 3133685 EC 66121
for and on behalf of Ingeniir Pty Ltd
Ingeniir Pty Ltd | 215101-SMP-01
ABN: 99 642 485 363 | PO Box 988 Maroochydore QLD 4558 | [email protected] | 0404157187
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9. LIMITATIONS
This report has been written based on Ingeniir’s understanding of the required scope at the time of writing;
and is written for the purposes of Robyn Kildey and not to be used for any other purpose.
To the extent permitted by law, Ingeniir expressly disclaims and excludes liability for any loss, damage, cost or
expenses suffered by any third party relating to or resulting from the use of, or reliance on, any information
contained in this report. Ingeniir does not admit that any action, liability or claim exist or be available to any
third-party, and disclaims any liability resulting from the inaccuracy of third-party information supplied to
Ingeniir for use in this report.
Ingeniir Pty Ltd | 215101-SMP-01
ABN: 99 642 485 363 | PO Box 988 Maroochydore QLD 4558 | [email protected] | 0404157187
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Appendix 1 | BoM IFD Data
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Appendix 2 | Rational Method and WBNM Calculations &
Summaries
Ingeniir Pty Ltd | 215101-SMP-01
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Appendix 3 | Example Detention Tank Products
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Appendix 1 | BoM IFD Data
Ingeniir Pty Ltd | 215101-SMP-01
ABN: 99 642 485 363 | PO Box 988 Maroochydore QLD 4558 | [email protected] | 0404157187
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Copyright Commonwealth of Australia 2016 Bureau of Meteorology (ABN 92 637 533 532)
All Design Rainfall Depth (mm)
Issued: 22-Apr-22
Location Label:
Requested coordinate:
Latitude -26.4193 Longitude 152.914
Nearest gridLatitude
cell: 26.4125 (S)Longitude 152.9125 (E)
Exceedances
Annual
per Year
Exceedance
(EY) Probability (AEP)
Duration Duration in 12EY
min 6EY 4EY 3EY 2EY 63.20% 50% 0.5EY 20% 0.2EY 10% 5% 2% 1% 1 in 200 1 in 500 1 in 1000 1 in 2000
1 min 1 1.22 1.4 1.7 1.91 2.21 2.74 3.1 3.44 4.17 4.26 4.88 5.56 6.42 7.07 7.91 9.17 10.2 11.2
2 min 2 2.15 2.44 2.93 3.29 3.8 4.69 5.29 5.87 7.2 7.34 8.52 9.83 11.6 13 14.7 17.3 19.4 21.6
3 min 3 2.98 3.4 4.12 4.63 5.36 6.61 7.46 8.28 10.1 10.3 12 13.8 16.2 18 20.3 23.8 26.6 29.6
4 min 4 3.72 4.26 5.19 5.85 6.78 8.38 9.46 10.5 12.8 13.1 15.1 17.3 20.2 22.4 25.2 29.4 32.7 36.3
5 min 5 4.37 5.03 6.15 6.95 8.08 9.99 11.3 12.5 15.2 15.6 17.9 20.4 23.8 26.3 29.5 34.3 38.1 42.1
10 min 10 6.8 7.91 9.82 11.2 13 16.2 18.3 20.3 24.6 25.1 28.7 32.6 37.5 41.2 45.9 53.1 58.8 64.7
15 min 15 8.46 9.88 12.3 14.1 16.5 20.6 23.2 25.8 31.2 31.8 36.4 41.2 47.4 52 58 67.1 74.3 81.8
20 min 20 9.72 11.4 14.2 16.2 19.1 23.9 27 30 36.3 37 42.3 48.1 55.4 60.8 67.9 78.6 87.1 96
25 min 25 10.7 12.6 15.7 18 21.2 26.7 30.1 33.4 40.5 41.3 47.3 53.8 62.1 68.3 76.3 88.5 98.2 108
30 min 30 11.6 13.6 17 19.5 23 29 32.7 36.3 44.1 44.9 51.5 58.7 68 74.9 83.8 97.3 108 119
45 min 45 13.6 15.9 20 22.9 27.1 34.5 38.9 43.2 52.7 53.8 61.9 70.9 82.6 91.5 103 119 133 147
1 hour 60 15.1 17.6 22.2 25.5 30.3 38.7 43.8 48.6 59.5 60.7 70.2 80.7 94.5 105 118 137 153 169
1.5 hour 90 17.3 20.3 25.6 29.5 35.1 45.4 51.4 57.1 70.5 71.9 83.7 96.7 114 128 143 167 186 205
2 hour 120 19.1 22.3 28.2 32.6 39 50.7 57.6 63.9 79.6 81.2 94.8 110 131 147 164 191 212 235
3 hour 180 21.8 25.6 32.4 37.6 45.2 59.3 67.7 75.1 94.6 96.5 113 132 158 178 199 231 256 283
4.5 hour 270 25 29.4 37.4 43.4 52.5 69.5 79.8 88.6 113 115 136 160 192 217 242 280 310 341
6 hour 360 27.6 32.5 41.4 48.2 58.4 77.9 89.9 99.7 128 131 156 183 221 251 278 321 355 390
9 hour 540 31.7 37.4 47.9 55.9 68.1 91.5 106 118 154 157 188 222 269 306 339 391 431 473
12 hour 720 35 41.3 53.1 62.1 75.8 102 119 133 175 178 214 254 309 353 391 450 497 545
18 hour 1080 40.1 47.4 61.1 71.7 87.8 119 140 155 208 212 256 306 374 428 476 550 609 669
24 hour 1440 44 52.1 67.2 78.9 96.9 132 156 173 233 237 289 346 425 489 547 634 703 776
30 hour 1800 47.1 55.8 72.1 84.8 104 142 168 186 253 258 315 379 468 539 614 721 807 898
36 hour 2160 49.7 58.9 76.2 89.6 110 151 178 198 269 275 337 407 503 582 670 791 891 998
48 hour 2880 53.7 63.7 82.5 97.1 120 164 194 215 295 301 370 450 560 651 755 900 1020 1150
72 hour 4320 58.9 70.1 91.2 108 133 182 216 239 329 336 416 508 638 746 866 1040 1180 1340
96 hour 5760 62 74.2 97 115 142 195 230 256 352 359 445 546 688 807 935 1120 1280 1450
120 hour 7200 64 77 101 120 149 206 242 269 369 376 467 573 723 848 981 1180 1340 1530
144 hour 8640 65.2 79 105 125 155 215 252 280 383 391 484 594 747 875 1010 1220 1390 1570
168 hour 10080 66 80.7 108 129 161 223 262 290 395 403 498 610 765 894 1040 1240 1420 1610
[OCR of page images]
Copyright Commonwealth of Australia 2016 Bureau of Meteorology (ABN 92 637 533 532)
All Design Rainfall Depth (mm)
Issued: 22-Apr-22
Location Label:
Requested Latitude -26.4193 Longitude 152.914
Nearest gr Latitude 26.4125 (S Longitude 152.9125 (E)
Exceedanc Annual Exceedance Probability (AEP)
Duration Duration ir 12EY 6EY 4EY 3EY 2EY 63.20%
1 min 1 1.22 14 17 1.91 2.21 2.74
2 min 2 2.15 2.44 2.93 3.29 3.8 4.69
3 min 3 2.98 3.4 4.12 4.63 5.36 6.61
4min 4 3.72 4.26 5.19 5.85 6.78 8.38
5 min 5 4.37 5.03 6.15 6.95 8.08 9.99
10 min 10 6.8 7.91 9.82 11.2 13 16.2
15 min 15 8.46 9.88 12.3 14.1 16.5 20.6
20 min 20 9.72 11.4 14.2 16.2 19.1 23.9
25 min 25 10.7 12.6 15.7 18 21.2 26.7
30 min 30 11.6 13.6 17 19.5 23 29
45 min 45 13.6 15.9 20 22.9 27.1 34.5
1 hour 60 15.1 17.6 22.2 25.5 30.3 38.7
1.5 hour 90 17.3 20.3 25.6 29.5 35.1 45.4
2 hour 120 19.1 22.3 28.2 32.6 39 50.7
3 hour 180 218 25.6 32.4 37.6 45.2 59.3
4.5 hour 270 25 29.4 37.4 43.4 52.5 69.5
6 hour 360 27.6 32.5 41.4 48.2 58.4 77.9
9 hour 540 31.7 37.4 47.9 55.9 68.1 91.5
12 hour 720 35 41.3 53.1 62.1 75.8 102
18 hour 1080 40.1 47.4 61.1 717 87.8 119
24 hour 1440 44 52.1 67.2 78.9 96.9 132
30 hour 1800 471 55.8 72.1 84.8 104 142
36 hour 2160 49.7 58.9 76.2 89.6 110 151
48 hour 2880 53.7 63.7 82.5 97.1 120 164
72 hour 4320 58.9 70.1 91.2 108 133 182
96 hour 5760 62 74.2 97 115 142 195
120 hour 7200 64 77 101 120 149 206
144 hour 8640 65.2 79 105 125 155 215
168 hour 10080 66 80.7 108 129 161 223
50% O.5EY
3.1
5.29
7.46
9.46
11.3
18.3
23.2
27
30.1
32.7
38.9
43.8
51.4
57.6
67.7
79.8
89.9
106
119
140
156
168
178
194
216
230
242
252
262
3.44
5.87
8.28
10.5
12.5
20.3
25.8
30
33.4
36.3
43.2
48.6
57.1
63.9
75.1
88.6
99.7
118
133
155
173
186
198
215
239
256
269
280
290
20% 0.2EY
417
7.2
10.1
12.8
15.2
24.6
31.2
36.3
40.5
44.1
52.7
59.5
70.5
79.6
94.6
113
128
154
175
208
233
253
269
295
329
352
369
383
395
4.26
7.34
10.3
13.1
15.6
25.1
31.8
37
41.3
44.9
53.8
60.7
71.9
81.2
96.5
115
131
157
178
212
237
258
275
301
336
359
376
391
403
10%
4.88
8.52
12
15.1
17.9
28.7
36.4
42.3
47.3
$1.5
61.9
70.2
83.7
94.8
113
136
156
188
214
256
289
315
337
370
416
445
467
484
498
5%
5.56
9.83
13.8
17.3
20.4
32.6
41.2
48.1
53.8
58.7
70.9
80.7
96.7
110
132
160
183
222
254
306
346
379
407
450
508
546
573
594
610
2%
6.42
11.6
16.2
20.2
23.8
37.5
474
55.4
62.1
68
82.6
94.5
114
131
158
192
221
269
309
374
425
468
503
560
638
688
723
747
765
1% 1in 200
7.07 7.91
13 14.7
18 20.3
22.4 25.2
26.3 29.5
41.2 45.9
52 58
60.8 67.9
68.3 76.3
74.9 83.8
91.5 103
105 118
128 143
147 164
178 199
217 242
251 278
306 339
353 391
428 476
489 547
539 614
582 670
651 755
746 866
807 935
848 981
875 1010
894 1040
1in 500
9.17
17.3
23.8
29.4
34.3
53.1
67.1
78.6
88.5
97.3
119
137
167
191
231
280
321
391
450
550
634
721
791
900
1040
1120
1180
1220
1240
1in 1000 1in2000
10.2
19.4
26.6
32.7
38.1
58.8
74.3
87.1
98.2
108
133
153
186
212
256
310
355
431
497
609
703
807
1020
1180
1280
1340
1390
1420
11.2
21.6
29.6
36.3
42.1
64.7
81.8
96
108
119
147
169
205
235
283
341
390
473
545
669
776
898
998
1150
1340
1450
1530
1570
1610
Page 17
ingeniir
Appendix 2 | Rational Method and WBNM Calculations &
Summaries
Ingeniir Pty Ltd | 215101-SMP-01
ABN: 99 642 485 363 | PO Box 988 Maroochydore QLD 4558 | [email protected] | 0404157187
Page 13 | 14
Page 18
Rational Method Calculations
Project 215101
Address 7 Ruby Street By DK
Pre - Development Post - Development
Catchment Details Catchment Details
Area 0.1012 ha Area 0.1012 ha
fi 0.27 fi 0.49
C10 0.75355731 C10 0.7986166
I10 70.2 mm/hr I10 70.2 mm/hr
Standard Inlet Time Standard Inlet Time
Time 5 mins Time 4 mins
Overland Sheet Flow (Friend's Eqn) Overland Sheet Flow (Friend's Eqn)
Length m Length m
Slope % Slope %
Surface 'n' Surface 'n'
Time 0 mins Time 0 mins
Pipe Flow Travel Time Pipe Flow Travel Time
Flow Distance m Flow Distance m
Fall of Channel m Fall of Channel m
Time mins Time mins
Kerb Flow Kerb Flow
Length m Length m
Slope % Slope %
Time 0.0 mins Time 0.0 mins
Channel Flow (Figure 4.8 QUDM, or Channel Flow (Figure 4.8 QUDM, or
Manning's Equation) Manning's Equation)
Flow Distance m Flow Distance m
Fall of Channel m Fall of Channel m
Time mins Time mins
Adopted Time of Adopted Time of
Concentration
5 mins Concentration
5 mins
Pre-Development Peak Discharges Post-Development Peak Discharges
Design Storm Frequency
Area (ha) Cy Iy (mm/h) Qy (m3/s) (AEP) Factor (Fy)
Area (ha) Cy Iy (mm/h) Qy (m3/s)
0.1012 0.60284585 120 0.02 63.20% 0.80 0.1012 0.63889328 120 0.022
0.1012 0.64052372 150 0.027 39.35% 0.85 0.1012 0.67882411 150 0.029
0.1012 0.71587945 187 0.038 18.14% 0.95 0.1012 0.75868577 187 0.04
0.1012 0.75355731 215 0.046 10% 1.00 0.1012 0.7986166 215 0.048
0.1012 0.79123518 245 0.054 5% 1.05 0.1012 0.83854743 245 0.058
0.1012 0.86659091 286 0.07 2% 1.15 0.1012 0.91840909 286 0.074
0.1012 0.90426877 316 0.08 1% 1.20 0.1012 0.95833992 316 0.085
Discharge Comparison
AEP 63.20% 39.35% 18.14% 10% 5% 2% 1%
Difference 0.002 0.002 0.002 0.002 0.004 0.004 0.005
Percentage 10.0% 7.4% 5.3% 4.3% 7.4% 5.7% 6.3%
Page 19
WBNM WHOLE OF SITE DETENTION SUMMARY
Pre-Development Post-Development
AEP Performance
Q (m 3/s) Duration (min) Q (m 3/s) Duration (min)
63.20% 0.021 15 0.013 15 62%
39.35% 0.029 15 0.027 15 93%
18.14% 0.039 15 0.039 15 100%
10% 0.049 10 0.046 15 94%
5% 0.06 10 0.052 15 87%
2% 0.067 10 0.064 10 96%
1% 0.074 10 0.074 10 100%
RATIONAL METHOD - WBNM CALIBRATION
Pre-Development RM Pre-Development WBNM
AEP 3
Difference
Q (m /s) Duration (min) Q (m 3/s) Duration (min)
63.20% 0.02 5 0.021 15 105%
39.35% 0.027 5 0.029 15 107%
18.14% 0.038 5 0.039 15 103%
10% 0.046 5 0.049 10 107%
5% 0.054 5 0.06 10 111%
2% 0.07 5 0.067 10 96%
1% 0.08 5 0.074 10 93%
RATIONAL METHOD - WBNM COMPARSION
Pre-Development RM Post-Development WBNM
AEP 3
Difference
Q (m /s) Duration (min) Q (m 3/s) Duration (min)
63.20% 0.02 5 0.013 15 65%
39.35% 0.027 5 0.027 15 100%
18.14% 0.038 5 0.039 15 103%
10% 0.046 5 0.046 15 100%
5% 0.054 5 0.052 15 96%
2% 0.07 5 0.064 10 91%
1% 0.08 5 0.074 10 93%
[OCR of page images]
WBNM WHOLE OF SITE DETENTION SUMMARY
ie Pre-Development Post-Development
Q (m?/s) Duration (min) Q (m?/s) Duration (min)
63.20% 0.021 15 0.013 15
39.35% 0.029 15 0.027 15
18.14% 0.039 15 0.039 15
10% 0.049 10 0.046 15
5% 0.06 10 0.052 15
2% 0.067 10 0.064 10
1% 0.074 10 0.074 10
RATIONAL METHOD - WBNM CALIBRATION
er Pre-Development RM Pre-Development WBNM
Q (m?/s) Duration (min) Q (m?/s) Duration (min)
63.20% 0.02 5 0.021 15
39.35% 0.027 5 0.029 15
18.14% 0.038 5 0.039 15
10% 0.046 5 0.049 10
5% 0.054 5 0.06 10
2% 0.07 5 0.067 10
1% 0.08 5 0.074 10
RATIONAL METHOD - WBNM COMPARSION
ie Pre-Development RM Post-Development WBNM
Q (m?/s) Duration (min) Q (m?/s) Duration (min)
63.20% 0.02 5 0.013 15
39.35% 0.027 5 0.027 15
18.14% 0.038 5 0.039 15
10% 0.046 5 0.046 15
5% 0.054 5 0.052 15
2% 0.07 5 0.064 10
1% 0.08 5 0.074 10
Performance
62%
93%
100%
94%
87%
96%
100%
Difference
105%
107%
103%
107%
111%
96%
93%
Difference
65%
100%
103%
100%
96%
91%
93%
Page 20
C 1.6 IL 15 CLR 2.6
WBN Model 215101_220423024323_WBNM
1% AEP
Duration 1 2 3 4 5 10 15 20 25 30 45
Flow 0 0 0.041 0.055 0.051 0.062 0.09 0 0 0 0
0.074 0.081 0 0 0 0
0.062 0.057 0 0 0 0
0.08 0.054 0 0 0 0
EXISTING
0.078 0.07 0 0 0 0
0.079 0.066 0 0 0 0
0.075 0.058 0 0 0 0
0.068 0.095 0 0 0 0
0.096 0.074 0 0 0 0
0.059 0.059 0 0 0 0
AVERAGE 0 0 0.041 0.055 0.051 0.0733 0.0704 0 0 0 0
CLOSEST 0 0 0.041 0.055 0.051 0.074 0.07 0 0 0 0
MAX 0.074
WBN Model 215101_220423024323_WBNM
1% AEP
Duration 1 2 3 4 5 10 15 20 25 30 45
Flow 0 0 0.021 0.03 0.027 0.071 0.074 0 0 0 0
0.074 0.063 0 0 0 0
0.071 0.067 0 0 0 0
0.076 0.062 0 0 0 0
ULTIMATE
0.075 0.069 0 0 0 0
0.076 0.06 0 0 0 0
0.075 0.061 0 0 0 0
0.072 0.091 0 0 0 0
0.079 0.063 0 0 0 0
0.07 0.062 0 0 0 0
AVERAGE 0 0 0.021 0.03 0.027 0.0739 0.0672 0 0 0 0
CLOSEST 0 0 0.021 0.03 0.027 0.074 0.067 0 0 0 0
MAX 0.074
[OCR of page images]
EXISTING
ULTIMATE
Cc
WBN Model
1% AEP
Duration 1
Flow
AVERAGE 0
CLOSEST 0
MAX
WBN Model
1% AEP
Duration 1
Flow
AVERAGE 0
CLOSEST 0
MAX
1.6 IL 15 CLR
215101_220423024323_WBNM
2 3 4 5)
0 0.041 0.055 0.051
0 0.041 0.055 0.051
0 0.041 0.055 0.051
215101_220423024323_WBNM
2 3 4 5)
0 0.021 0.03 0.027
0 0.021 0.03 0.027
0 0.021 0.03 0.027
2.6
10
0.062
0.074
0.062
0.08
0.078
0.079
0.075
0.068
0.096
0.059
0.0733
0.074
0.074
10
0.071
0.074
0.071
0.076
0.075
0.076
0.075
0.072
0.079
0.07
0.0739
0.074
0.074
15
0.09
0.081
0.057
0.054
0.07
0.066
0.058
0.095
0.074
0.059
0.0704
0.07
15
0.074
0.063
0.067
0.062
0.069
0.06
0.061
0.091
0.063
0.062
0.0672
0.067
N
oO
SCO0o OOO OO Aaa ao
N
oO
CO 0C0O0O0O OO Oa Aaa oO
N
u
SCO0o OOO OO Aaa ao
N
u
CO 0C0O0O0O OO Oa Aaa oO
w
oO
[90000 0000000
w
oO
99000 0000 CA 0 0
aS
un
S900 00 000 0000
aS
un
[99000 0000 CA 0 0
Page 21
2% AEP
Duration 1 2 3 4 5 10 15 20 25 30 45
Flow 0 0 0.03 0.046 0.041 0.056 0.079 0 0 0 0
0.067 0.07 0 0 0 0
0.057 0.052 0 0 0 0
0.073 0.049 0 0 0 0
EXISTING
0.071 0.064 0 0 0 0
0.072 0.06 0 0 0 0
0.069 0.053 0 0 0 0
0.062 0.086 0 0 0 0
0.084 0.067 0 0 0 0
0.053 0.053 0 0 0 0
AVERAGE 0 0 0.03 0.046 0.041 0.0664 0.0633 0 0 0 0
CLOSEST 0 0 0.03 0.046 0.041 0.067 0.064 0 0 0 0
MAX 0.067
2% AEP
Duration 1 2 3 4 5 10 15 20 25 30 45
Flow 0 0 0.015 0.025 0.021 0.061 0.062 0 0 0 0
0.064 0.059 0 0 0 0
0.061 0.058 0 0 0 0
0.066 0.054 0 0 0 0
ULTIMATE
0.065 0.065 0 0 0 0
0.066 0.057 0 0 0 0
0.065 0.053 0 0 0 0
0.063 0.085 0 0 0 0
0.067 0.06 0 0 0 0
0.06 0.054 0 0 0 0
AVERAGE 0 0 0.015 0.025 0.021 0.0638 0.0607 0 0 0 0
CLOSEST 0 0 0.015 0.025 0.021 0.064 0.06 0 0 0 0
MAX 0.064
[OCR of page images]
EXISTING
ULTIMATE
2% AEP
Duration 1 2 3
Flow 0 0 0.03
AVERAGE 0 0 0.03
CLOSEST 0 0 0.03
MAX
2% AEP
Duration 1 2 3
Flow 0 0.015
AVERAGE 0 0 0.015
CLOSEST 0 0 0.015
MAX
0.046 0.041 0.056
0.067
0.057
0.073
0.071
0.072
0.069
0.062
0.084
0.053
0.046 0.041 0.0664
0.046 0.041 0.067
0.067
4 5 10
0.025 0.021 0.061
0.064
0.061
0.066
0.065
0.066
0.065
0.063
0.067
0.06
0.025 0.021 0.0638
0.025 0.021 0.064
0.064
15
0.079
0.07
0.052
0.049
0.064
0.06
0.053
0.086
0.067
0.053
0.0633
0.064
15
0.062
0.059
0.058
0.054
0.065
0.057
0.053
0.085
0.06
0.054
0.0607
0.06
N
oO
[90000 0000000
N
oO
CO 0C0O0O0O OO Oa Aaa oO
N
u
[90000 0000000
N
u
CO 0C0O0O0O OO Oa Aaa oO
w
oO
[90000 0000000
w
oO
99000 0000 CA 0 0
aS
un
[900000000000
aS
un
[990000000 0G 0 0
Page 22
5% AEP
Duration 1 2 3 4 5 10 15 20 25 30 45
Flow 0 0 0.021 0.033 0.027 0.055 0.043 0 0 0 0
0.057 0.047 0 0 0 0
0.051 0.051 0 0 0 0
0.046 0.051 0 0 0 0
EXISTING
0.064 0.052 0 0 0 0
0.06 0.047 0 0 0 0
0.066 0.057 0 0 0 0
0.064 0.054 0 0 0 0
0.057 0.072 0 0 0 0
0.068 0.068 0 0 0 0
AVERAGE 0 0 0.021 0.033 0.027 0.0588 0.0542 0 0 0 0
CLOSEST 0 0 0.021 0.033 0.027 0.06 0.054 0 0 0 0
MAX 0.06
5% AEP
Duration 1 2 3 4 5 10 15 20 25 30 45
Flow 0 0 0.01 0.018 0.014 0.051 0.044 0 0 0 0
0.051 0.047 0 0 0 0
0.049 0.041 0 0 0 0
0.048 0.056 0 0 0 0
ULTIMATE
0.052 0.052 0 0 0 0
0.052 0.044 0 0 0 0
0.051 0.048 0 0 0 0
0.053 0.049 0 0 0 0
0.051 0.071 0 0 0 0
0.05 0.07 0 0 0 0
AVERAGE 0 0 0.01 0.018 0.014 0.0508 0.0522 0 0 0 0
CLOSEST 0 0 0.01 0.018 0.014 0.051 0.052 0 0 0 0
MAX 0.052
[OCR of page images]
EXISTING
ULTIMATE
5% AEP
Duration
Flow
AVERAGE
CLOSEST
MAX
5% AEP
Duration
Flow
AVERAGE
CLOSEST
MAX
oo
0.021 0.033 0.027 0.055
0.057
0.051
0.046
0.064
0.06
0.066
0.064
0.057
0.068
0.021 0.033 0.027 0.0588
0.021 0.033 0.027 0.06
0.06
3 4 5 10
0.01 0.018 0.014 0.051
0.051
0.049
0.048
0.052
0.052
0.051
0.053
0.051
0.05
0.01 0.018 0.014 0.0508
0.01 0.018 0.014 0.051
15
0.043
0.047
0.051
0.051
0.052
0.047
0.057
0.054
0.072
0.068
0.0542
0.054
15
0.044
0.047
0.041
0.056
0.052
0.044
0.048
0.049
0.071
0.07
0.0522
0.052
0.052
N
oO
SCO0o OOO OOO Oa ao
N
oO
99000 0000 CA 0 0
N
u
SCO0o OOO OOO Oa ao
N
u
99000 0000 CA 0 0
w
oO
[90000 0000000
w
oO
99000 0000 CA 0 0
aS
un
[900000000000
aS
un
[990000000 0G 0 0
Page 23
10% AEP
Duration 1 2 3 4 5 10 15 20 25 30 45
Flow 0 0 0.018 0.024 0.018 0.049 0.038 0 0 0 0
0.05 0.041 0 0 0 0
0.045 0.045 0 0 0 0
0.04 0.042 0 0 0 0
EXISTING
0.052 0.046 0 0 0 0
0.05 0.041 0 0 0 0
0.053 0.047 0 0 0 0
0.051 0.043 0 0 0 0
0.05 0.064 0 0 0 0
0.055 0.06 0 0 0 0
AVERAGE 0 0 0.018 0.024 0.018 0.0495 0.0467 0 0 0 0
CLOSEST 0 0 0.018 0.024 0.018 0.049 0.047 0 0 0 0
MAX 0.049
10% AEP
Duration 1 2 3 4 5 10 15 20 25 30 45
Flow 0 0 0.009 0.012 0.008 0.04 0.035 0 0 0 0
0.04 0.037 0 0 0 0
0.039 0.039 0 0 0 0
0.038 0.052 0 0 0 0
ULTIMATE
0.039 0.049 0 0 0 0
0.04 0.041 0 0 0 0
0.038 0.036 0 0 0 0
0.039 0.046 0 0 0 0
0.04 0.059 0 0 0 0
0.037 0.058 0 0 0 0
AVERAGE 0 0 0.009 0.012 0.008 0.039 0.0452 0 0 0 0
CLOSEST 0 0 0.009 0.012 0.008 0.039 0.046 0 0 0 0
MAX 0.046
[OCR of page images]
EXISTING
ULTIMATE
10% AEP
Duration 1 2 3
Flow 0 0 0.018
AVERAGE 0 0 0.018
CLOSEST 0 0 0.018
MAX
10% AEP
Duration 1 2 3
Flow 0 0.009
AVERAGE 0 0 0.009
CLOSEST 0 0 0.009
MAX
4 5)
0.024 0.018
0.024 0.018
0.024 0.018
4 5)
0.012 0.008
0.012 0.008
0.012 0.008
10
0.049
0.05
0.045
0.04
0.052
0.05
0.053
0.051
0.05
0.055
0.0495
0.049
0.049
10
0.04
0.04
0.039
0.038
0.039
0.04
0.038
0.039
0.04
0.037
0.039
0.039
15
0.038
0.041
0.045
0.042
0.046
0.041
0.047
0.043
0.064
0.06
0.0467
0.047
15
0.035
0.037
0.039
0.052
0.049
0.041
0.036
0.046
0.059
0.058
0.0452
0.046
0.046
N
oO
SCO0o OOO CGO Aaa ao
N
oO
CO 00 OOOO Oa Aaa oO
N
u
SCO0o OOO CGO Aaa ao
N
u
SC O0O0OO OOOO OO
w
oO
[90000 0000000
w
oO
COCO OOOO Oa Aaa oO
aS
un
[900000000000
aS
un
[990000000 0G 0 0
Page 24
18.14% AEP
Duration 1 2 3 4 5 10 15 20 25 30 45
Flow 0 0 0.016 0.015 0.015 0.038 0.036 0 0 0 0
0.037 0.031 0 0 0 0
0.037 0.033 0 0 0 0
0.042 0.034 0 0 0 0
EXISTING
0.039 0.033 0 0 0 0
0.04 0.036 0 0 0 0
0.037 0.039 0 0 0 0
0.041 0.042 0 0 0 0
0.036 0.051 0 0 0 0
0.038 0.057 0 0 0 0
AVERAGE 0 0 0.016 0.015 0.015 0.0385 0.0392 0 0 0 0
CLOSEST 0 0 0.016 0.015 0.015 0.038 0.039 0 0 0 0
MAX 0.039
18.14% AEP
Duration 1 2 3 4 5 10 15 20 25 30 45
Flow 0 0 0.007 0.007 0.007 0.028 0.028 0 0 0 0
0.029 0.029 0 0 0 0
0.029 0.034 0 0 0 0
0.025 0.037 0 0 0 0
ULTIMATE
0.027 0.039 0 0 0 0
0.027 0.041 0 0 0 0
0.028 0.042 0 0 0 0
0.026 0.043 0 0 0 0
0.029 0.046 0 0 0 0
0.028 0.048 0 0 0 0
AVERAGE 0 0 0.007 0.007 0.007 0.0276 0.0387 0 0 0 0
CLOSEST 0 0 0.007 0.007 0.007 0.028 0.039 0 0 0 0
MAX 0.039
[OCR of page images]
EXISTING
ULTIMATE
18.14% AEP
Duration 1 2
Flow 0 0
AVERAGE 0 0
CLOSEST 0 0
MAX
18.14% AEP
Duration 1 2
Flow 0 0
AVERAGE 0 0
CLOSEST 0 0
MAX
0.016 0.015 0.015 0.038
0.037
0.037
0.042
0.039
0.04
0.037
0.041
0.036
0.038
0.016 0.015 0.015 0.0385
0.016 0.015 0.015 0.038
3 4 5 10
0.007 0.007 0.007 0.028
0.029
0.029
0.025
0.027
0.027
0.028
0.026
0.029
0.028
0.007 0.007 0.007 0.0276
0.007 0.007 0.007 0.028
15
0.036
0.031
0.033
0.034
0.033
0.036
0.039
0.042
0.051
0.057
0.0392
0.039
0.039
15
0.028
0.029
0.034
0.037
0.039
0.041
0.042
0.043
0.046
0.048
0.0387
0.039
0.039
N
oO
SCO0o OOO OOO Oa ao
N
oO
99000 0000 CA 0 0
N
u
SCO0o OOO OOO Oa ao
N
u
99000 0000 CA 0 0
w
oO
[90000 0000000
w
oO
99000 0000 CA 0 0
aS
un
[900000000000
aS
un
[990000000 0G 0 0
Page 25
39.35% AEP
Duration 1 2 3 4 5 10 15 20 25 30 45
Flow 0 0 0.012 0.012 0.012 0.023 0.022 0 0 0 0
0.022 0.025 0 0 0 0
0.022 0.027 0 0 0 0
0.026 0.028 0 0 0 0
EXISTING
0.024 0.026 0 0 0 0
0.024 0.029 0 0 0 0
0.022 0.032 0 0 0 0
0.025 0.034 0 0 0 0
0.022 0.04 0 0 0 0
0.023 0.041 0 0 0 0
AVERAGE 0 0 0.012 0.012 0.012 0.0233 0.0304 0 0 0 0
CLOSEST 0 0 0.012 0.012 0.012 0.023 0.029 0 0 0 0
MAX 0.029
39.35% AEP
Duration 1 2 3 4 5 10 15 20 25 30 45
Flow 0 0 0.006 0.006 0.006 0.014 0.024 0 0 0 0
0.014 0.025 0 0 0 0
0.014 0.026 0 0 0 0
0.015 0.026 0 0 0 0
ULTIMATE
0.014 0.026 0 0 0 0
0.014 0.027 0 0 0 0
0.014 0.028 0 0 0 0
0.015 0.028 0 0 0 0
0.013 0.03 0 0 0 0
0.014 0.029 0 0 0 0
AVERAGE 0 0 0.006 0.006 0.006 0.0141 0.0269 0 0 0 0
CLOSEST 0 0 0.006 0.006 0.006 0.014 0.027 0 0 0 0
MAX 0.027
[OCR of page images]
EXISTING
ULTIMATE
39.35% AEP
Duration 1 2
Flow 0 0
AVERAGE 0 0
CLOSEST 0 0
MAX
39.35% AEP
Duration 1 2
Flow 0 0
AVERAGE 0 0
CLOSEST 0 0
MAX
0.012 0.012 0.012 0.023
0.022
0.022
0.026
0.024
0.024
0.022
0.025
0.022
0.023
0.012 0.012 0.012 0.0233
0.012 0.012 0.012 0.023
3 4 5 10
0.006 0.006 0.006 0.014
0.014
0.014
0.015
0.014
0.014
0.014
0.015
0.013
0.014
0.006 0.006 0.006 0.0141
0.006 0.006 0.006 0.014
15
0.022
0.025
0.027
0.028
0.026
0.029
0.032
0.034
0.04
0.041
0.0304
0.029
0.029
15
0.024
0.025
0.026
0.026
0.026
0.027
0.028
0.028
0.03
0.029
0.0269
0.027
0.027
N
oO
[90000 0000000
N
oO
99000 0000 CA 0 0
N
u
[90000 0000000
N
u
99000 0000 CA 0 0
w
oO
[90000 0000000
w
oO
99000 0000 CA 0 0
aS
un
[900000000000
aS
un
[990000000 0G 0 0
Page 26
63.2% AEP
Duration 1 2 3 4 5 10 15 20 25 30 45
Flow 0 0 0.009 0.009 0.009 0.009 0.016 0 0 0 0
0.009 0.02 0 0 0 0
0.009 0.02 0 0 0 0
0.012 0.021 0 0 0 0
EXISTING
0.01 0.02 0 0 0 0
0.011 0.021 0 0 0 0
0.009 0.021 0 0 0 0
0.011 0.022 0 0 0 0
0.009 0.024 0 0 0 0
0.01 0.025 0 0 0 0
AVERAGE 0 0 0.009 0.009 0.009 0.0099 0.021 0 0 0 0
CLOSEST 0 0 0.009 0.009 0.009 0.01 0.021 0 0 0 0
MAX 0.021
63.2% AEP
Duration 1 2 3 4 5 10 15 20 25 30 45
Flow 0 0 0.004 0.004 0.004 0.005 0.012 0 0 0 0
0.004 0.012 0 0 0 0
0.004 0.012 0 0 0 0
0.005 0.013 0 0 0 0
ULTIMATE
0.005 0.014 0 0 0 0
0.005 0.014 0 0 0 0
0.005 0.013 0 0 0 0
0.005 0.014 0 0 0 0
0.004 0.014 0 0 0 0
0.005 0.015 0 0 0 0
AVERAGE 0 0 0.004 0.004 0.004 0.0047 0.0133 0 0 0 0
CLOSEST 0 0 0.004 0.004 0.004 0.005 0.013 0 0 0 0
MAX 0.013
[OCR of page images]
EXISTING
ULTIMATE
63.2% AEP
Duration 1 2 3 4
Flow 0 0 0.009 0.009
AVERAGE 0 0 0.009 0.009
CLOSEST 0 0 0.009 0.009
MAX
63.2% AEP
Duration 1 2 3 4
Flow 0 0 0.004 0.004
AVERAGE 0 0 0.004 0.004
CLOSEST 0 0 0.004 0.004
MAX
0.009 0.009
0.009
0.009
0.012
0.01
0.011
0.009
0.011
0.009
0.01
0.009 0.0099
0.009 0.01
5 10
0.004 0.005
0.004
0.004
0.005
0.005
0.005
0.005
0.005
0.004
0.005
0.004 0.0047
0.004 0.005
15
0.016
0.02
0.02
0.021
0.02
0.021
0.021
0.022
0.024
0.025
0.021
0.021
0.021
15
0.012
0.012
0.012
0.013
0.014
0.014
0.013
0.014
0.014
0.015
0.0133
0.013
0.013
N
oO
CO0o OOO OOOO ao
N
oO
99000 0000 CA 0 0
N
u
CO0o OOO OOOO ao
N
u
99000 0000 CA 0 0
w
oO
[90000 0000000
w
oO
99000 0000 CA 0 0
aS
un
[900000000000
aS
un
[990000000 0G 0 0
Page 27
ingeniir
Appendix 3 | Example Detention Tank Products
Ingeniir Pty Ltd | 215101-SMP-01
ABN: 99 642 485 363 | PO Box 988 Maroochydore QLD 4558 | [email protected] | 0404157187
Page 14 | 14
Page 28
3,000L SLIMLINE TANK
FITTING DIAGRAM
2,020mm 2,600mm 820mm 125kg 660gal
Inlet Strainer
Overflow Overflow
Outlets Outlets
PLEASE INDICATE YOUR FITTING REQUIREMENTS:
Pre-drill: POSITION
Please indicate where you would like to position
Yes the Cleanable Highflow Overflow.
LEFT OR RIGHT
No Left or Right
Cleanable
Highflow Overflow
Yes
POSITION
Water Please indicate where you would like to position the LEFT OR RIGHT
No Marked Ball Valve. Located at base of tank at both ends.
Ball Valve
OPTIONAL
Yes
POSITION
Please indicate where you would like to position
LEFT OR RIGHT
No
Lockable the Tap Fitting. Located approx knee height.
Tap Fitting
Email to [email protected] or fax: 3881 0209.
Page 29
*
*
*
Do not scale drawing. Use written dimensions only
Issue Date Amendment App'd
ARDILL PAYNE
& PARTNERS
79 Tamar Street
P.O. Box 20 Telephone: 02 6686 3280
BALLINA NSW 2478 Facsimile: 02 6686 7920
A.B.N. 113 861 522 12 e-mail: [email protected]
Client:
* Project:
Title:
Scale Datum
Design Date
Drawn Dwg Filename
Checked Approved
Job No. Dwg No. Issue
Used in these records
Appendix E - Stormwater Management Plan.pdfRelated documentApplication case desk ↗
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