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Appendix 4- SWMP
ingeniir STORMWATER MANAGEMENT PLAN 245001-SMP-01 Proposed Duplex 20 Ventura Street Sunrise Beach 4567 Lot 91 on RP132135 Ingeniir Pty Ltd SEPTEMBER 25 Authored by: Daniel Kenna for and on behalf of Ingeniir Pty Ltd. Ingeniir Pty Ltd | 245001-SMP-01 ABN: 99 642 485 363 | PO Box 988 Maroochydore QLD 4558 | [email protected] | 0404157187 Page 1 | 15
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DOCUMENT INFORMATION
Document Reference Date Author Reviewed Review Date
245001-SMP-01 12/09/2025 Daniel Kenna Daniel Kenna 22/09/2025
© Ingeniir Pty Ltd (2025) 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 245001-SMP-01
Street Address 20 Ventura Street, Sunrise Beach
Legal Description Lot 91 on RP132135
Prepared for Michael & Donna Grace
Revision 01
Date 12/09/2025
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 22/09/2025
Ingeniir Pty Ltd | 245001-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 Michael & Donna Grace to produce this Stormwater
Management Plan (SMP) in support of the Material Change of Use application for the Proposed Duplex at 20
Ventura Street Sunrise Beach 4567, Lot 91 on RP132135.
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 and 1% AEP at the
year 2100 storm event (adopted increase of 120%). 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 maintain or
improve on pre-development peak stormwater discharge rates.
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 Sunshine Coast Regional Council Planning Scheme Policy, Queensland Urban Stormwater
Quality Planning Guidelines (2010), Queensland Urban Drainage Manual (QUDM) and the Australian Rainfall
and Runoff Guidelines.
Ingeniir Pty Ltd | 245001-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 Michael & Donna Grace to produce this Stormwater
Management Plan in relation to the Proposed Duplex Development at 20 Ventura Street Sunrise Beach 4567,
Lot 91 on RP132135.
There are no current development approvals over the site.
2. EXISTING SITE CONDITIONS
The site is legally described as Lot 91 on RP132135, with an allotment area of 607m2. The site is located
within the Noosa Shire Council local government area.
Plate 1: Site Locality
The site currently has an existing residential dwelling and driveway on site. The site elevation ranges from
31.70 in the rear (eastern side) to 36.50m at the front (Westernside) of the allotment. Currently the roof
water discharges to the ground and overland flow drains into the David Low Way Road Reserve. Once the
flow enters David Low Way, the flows travel North along Kerb and channel and is picked up by existing gully
pits into the existing underground network.
The lawful point of discharge for the site is the David Low Way Road Reserve.
Ingeniir Pty Ltd | 245001-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 approximately 140m from the low point/sag inlets within David Low Way (at
approximately Vernon Street) which discharges into a drainage reserve and then to the Pacific Ocean to the
East. There is stormwater infrastructure in David Low way approximately 140m North of the site however this
is deemed not required or suitable for direct connection as on site detention will be implemented to provide
acceptable kerb discharge rates in accordance with IPWEAQ RSD-201 (RS-081) of 25L/s in a 5% AEP event at
any singular location.
All properties on the Eastern side of Ventura Street are located below the Kerb and channel and flow towards
David Low Way. There are existing multiple dwelling developments immediately adjacent to the North of the
site which and two properties South which also maintain stormwater discharge into David Low Way.
Underground rainwater detention and retention will be provided by Garantia Li-Lo Rainwater Underground
Tanks (or similar tanks of equal storage volume) which will be located under the proposed outdoor area slabs
to maintain a small footprint and maximise deep planted landscaping available for the development and
provide rainwater irrigation to landscaping on the site, as well as hardstand wash down and pool top up.
The proposed roof water discharge to David Low Way is 17L/s for the 5% AEP design event which is well
below the acceptable discharge rate as per the IPWEAQ drawings for discharge to street via a kerb adapter.
Total site discharge rates are improved for all design events at the 5 minute duration which is the AS3500.3
design duration for roof water drainage.
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;
Ingeniir Pty Ltd | 245001-SMP-01
ABN: 99 642 485 363 | PO Box 988 Maroochydore QLD 4558 | [email protected] | 0404157187
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• 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
• For sites less than 2,500m2; Refer to the Department of Environment and Science Procedural guide,
Releases to waters from building sites and small construction sites (less than 2,500m2) – available
here
• For sites more than 2,500m2; Refer to the Department of Environment and Science Procedural guide,
Releases to waters from land development sites and construction sites 2,500m 2 and greater –
available here
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.
5.1.1 Soil Cover
Disturbed areas are to be stabilised as soon as possible following construction. Clearing of existing soil cover
shall be limited to only the areas necessary to undertake building work; and cleared as close as possible to the
commencement of the works in that area.
Areas of bare soil not actively being worked on shall be covered to limit erosive actions with mulch (gravel,
straw or wood chip) or sheeting such as plastic or geo-textile.
5.1.2 Stockpile Protection
Stockpiles shall be protected by covering with plastic or geotextile sheeting when not in use, ensuring that
the stockpiles are not placed on top of sediment barriers such as sediment fences and ensuring stockpiles are
not located in overland flow paths.
If unavoidable, run-off is to be directed around the stockpile (not for sites less than 450m2) with a cut-off
drain.
5.1.3 Kerb to allotment groundcover
Exposed soil between the lot boundary and the kerb shall be covered as soon as possible with turf or
temporarily covered with mulch or sheeting.
Stockpiles shall be fully contained within the lot and not on the verge unless specifically approved by the
local authority.
5.1.4 Sediment Control of entry and exit areas
Measures shall be adopted to establish a formal stable entry/exit area such as a rock-pad or shaker grid. Any
formalised entry or exit sediment control point shall be well maintained and appropriate to prevent run-off,
and consist of a rock-pad or shaker grid that is at least 2m wide, and extending from the kerb to the building
pad.
Ingeniir Pty Ltd | 245001-SMP-01
ABN: 99 642 485 363 | PO Box 988 Maroochydore QLD 4558 | [email protected] | 0404157187
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For lots with clayey soils, the entry/exit point shall incorporate a geofabric overlaid with 40-75mm diameter
rock laid at least 150mm thick or shaker grid with access to remove accumulated sediments underneath.
Any rock-pads used for construction entry or exits points that are subject to pedestrian movements are to be
covered with an additional layer of 25-50mm diameter gravel within the verge to make it safe for pedestrians.
The formalised access point shall include a bund to direct upslope run-off to a sediment trap within the lot
and be maintained to prevent clogging of the surface with sediment that has been deposited.
5.1.5 Stormwater inlet protection
For lots which the proposed development includes the installation of internal stormwater inlet pit(s), the
pit(s) and associated piped drainage shall be established as early as possible within the works program to
formalise the site drainage.
Internal and external stormwater pits (within 40m of the site) shall be protected to prevent entry of coarse
sediment into the pit by covering the grated inlet with a filter cloth and surrounding the pit with a sediment
collection pit; combined with the use of coir logs or similar for kerb inlets. The pit(s) should be maintained in
good working order.
5.1.6 Coarse Sediment Barriers
Sediment devices are to consist of a sediment fence for the entire downstream perimeter of the works as a
minimum. Sediment fences should incorporate the barrier fabric being buried 200mm minimum into the
ground and projecting 450mm above the ground; with supporting posts at 2m centres and upslope returns at
the end of the fence typical.
For smaller sites, alternative coarse sediment barriers such as mulch or rock berms, sediment socks, fibre
rolls, or low sediment fences can be considered.
5.2 Operational Phase
The site has a lot area of 607m2 and as such does not trigger local or state requirements for operational
treatment objectives for stormwater quality.
Noosa City Council (SC6.6.2) requires a minimum of 3,000kL per dwelling for retention and re-use which will
be provided in conjunction with underground rainwater detention tank. It is proposed that a 7,500L
underground tank be provided for each unit with 3,300L retention and 4,200L detention.
In accordance with the QDC MP4.3 – Supplementary Water Sources for buildings, and the applicable
performance requirements being P11 – P17, the rainwater tanks will be used for external purposes only such
as landscape drip irrigation, pool top up and hardstand wash down/communal uses.
A water balance assessment has been undertaken to determine an appropriate retention volume, using
rainfall records from Caloundra for a 10 year and 1 year period (Refer Appendix 2 | Water Balance
Ingeniir Pty Ltd | 245001-SMP-01
ABN: 99 642 485 363 | PO Box 988 Maroochydore QLD 4558 | [email protected] | 0404157187
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Assessment). It is proposed that approximately 2,400L of retention volume be provided per unit, which will
provide more than 95% reliability and is deemed a suitable and practical outcome for installation.
6. STORMWATER QUANTITY
The development is proposed to incorporate stormwater detention to mitigate the increase in peak discharge
from the site and maintain pre-developed stormwater performance.
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. In accordance with Noosa Shire Council recommendations, the detention
analysis has been proportioned to match or improve on the pre-developed flows as determined by the
Rational Method. As it is only roof water that is proposed to be collected and detained, a linear methodology
has been employed with storage volumes calculated in accordance with AS3500.3.
Rational method and detention calculations are presented in Appendix 3 | Rational Method & Detention
Calculations.
6.1 Detention Sizing and Details
The required detention volume that was determined to maintain or improve the pre-development discharge
rates to Dvid Low Way is 7,500L per unit. This is proposed to be comprised of two Garantia Li-Lo Rainwater
Underground Tanks (or equivalent) with properties as listed in Table 1.
DETENTION TANK PROPERTIES
Roof/Impervious Area Connected 100%
Eaves Gutter Size 1% AEP
Number of Tanks 2
Storage Capacity 7,500L
1250mm (1565mm with
Height
riser)
Length 3600mm
Width 2250mm
Garantia Li-Lo Rainwater
Example Product
Underground Tanks
Table 1: Detention tank properties
The outlet configuration of the tanks is proposed to be constructed of an internal standpipe, with outlet
orifices drilled into the pipe prior to installation into the tank. The outlet details are presented in Table 2.
Ingeniir Pty Ltd | 245001-SMP-01
ABN: 99 642 485 363 | PO Box 988 Maroochydore QLD 4558 | [email protected] | 0404157187
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DETENTION TANK OUTLET DETAILS
Feature Size Height from base
Top of Tank/Access As per manufacturer 1565mm
Top Outlet Overflow 100mm diameter 1380mm (in riser)
Middle Outlet 50mm diameter 970mm
Low Flow 25mm diameter 550mm
Table 2: Detention tank outlet details
6.2 Detention Results
The peak water elevation achieved in the tanks by the analysis is 1230mm so falls short of discharging via the
top of tank overflow or access point.
The detention tanks are proposed to discharge to David Low way via a 100mm diameter pipes into 3.0m Long
subsoil dispersal outlets, peak discharge rates to David Low way are estimated at 25.80L/s for a 1% AEP
storm which improves the current estimated discharge of 26.36L/s.
WHOLE OF SITE DETENTION SUMMARY
Pre-Development Post-Development
AEP Duration Duration Performance
Q (L/s) Q (L/s)
(min) (min)
63.20% 6.637 5 6.417 5 -0.22 (97%)
39.35% 8.799 5 8.421 5 -0.378 (96%)
18.14% 12.311 5 11.657 5 -0.654 (95%)
10% 14.934 5 14.061 5 -0.873 (94%)
5% 17.921 5 17.060 5 -0.861 (95%)
2% 22.808 5 22.779 5 -0.029 (100%)
1% 26.360 5 25.432 5 -0.928 (96%)
1% 2100 31.632 5 30.686 5 -0.946 (97%)
Table 3: Comparison of pre and post development discharges to David Low Way
As demonstrated in Table 3, the proposed detention system successfully mitigates stormwater discharge to
David Low Way to achieve a non-worsening in peak discharge.
7. FLOODING
The site is in raised elevation locally and has no known Council mapped flood risk. A review of the Noosa Shire
Council’s Intramaps system (accessed 08/09/2025) indicates that the site is not affected by riverine
Flooding or storm tide. Refer Plate 2 for an excerpt of the Council mapping.
Ingeniir Pty Ltd | 245001-SMP-01
ABN: 99 642 485 363 | PO Box 988 Maroochydore QLD 4558 | [email protected] | 0404157187
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Plate 2: Noosa Shire Council Flooding and Inundation Extents in the vicinity of the site
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, hardstand wash down and
pool top up to satisfy Council’s water quality requirements.
The proposed development can achieve the required design outcomes of the planning scheme policy by
implementing an on-site detention system sized to improve site stormwater discharge rates for all events up
to and including the 1% AEP at 2100.
If you wish to discuss this report and analysis further, please contact Daniel Kenna.
Yours sincerely,
Daniel Kenna
Beng CPEng MIEAust RPEQ 15522 NER 3133685
for and on behalf of Ingeniir Pty Ltd
Ingeniir Pty Ltd | 245001-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 Michael & Donna Grace 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 | 245001-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
Ingeniir Pty Ltd | 245001-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: 5-Sep-25 Location Label: Requested Latitude Nearest gri Latitude -26.41663 Longitude 153.1084 26.4125 (S) Longitude 153.1125 (E) Exceedance Annual Exceedance Probability (AEP) Duration Durationinmin 12EY 6EY AEY 3EY 2EY 63.20% 1min 1 1.36 1.54 1.84 2.05 2.35 2.88 2 min 2 2.38 2.65 3.14 3.49 3.99 4.89 3 min 3 3.31 3.71 441 4.91 5.63 6.9 4min 4 4.14 4.67 5.58 6.23 7.16 8.76 5 min 5 4.89 5.53 6.64 7.43 8.54 10.5 10 min 10 7.64 8.76 10.7 12 13.9 17.1 15 min 15 9.47 10.9 13.4 15.2 17.6 21.8 20 min 20 10.8 12.5 15.4 17.5 20.4 25.3 25 min 25 11.9 13.8 17 19.3 22.6 28.2 30 min 30 12.8 14.8 18.3 20.9 24.5 30.7 45 min 45 14.7 17.1 21.3 24.3 28.7 36.4 1 hour 60 16.1 18.8 23.4 26.9 31.9 40.8 1.5 hour 90 18.2 21.2 26.7 30.7 36.7 47.6 2 hour 120 19.8 23.1 29.2 33.7 40.4 52.9 3 hour 180 22.4 26.2 33.2 38.5 46.4 61.5 4.5 hour 270 25.4 29.8 37.9 44.1 53.6 71.8 6 hour 360 27.9 32.8 41.9 48.9 59.5 80.3 9 hour 540 32.1 37.8 48.4 56.7 69.3 94.1 12 hour 720 35.6 41.9 53.9 63.2 774 105 18 hour 1080 41.3 48.8 62.7 73.6 90.3 123 24 hour 1440 46 54.2 69.7 81.8 100 137 30 hour 1800 49.8 58.8 75.5 88.6 109 148 36 hour 2160 53.1 62.6 80.4 94.2 116 158 48 hour 2880 58.4 68.8 88.3 103 127 173 72 hour 4320 65.4 771 99 116 142 193 96 hour 5760 69.5 82.2 106 124 152 207 120 hour 7200 71.9 85.4 111 130 160 217 144 hour 8640 73 87.3 114 134 165 226 168 hour 10080 73.3 88.4 116 138 170 233 50% O.SEY 3.25 5.56 7.83 9.92 11.8 19.3 24.5 28.6 31.9 34.7 41.3 46.3 54.2 60.5 70.8 83 93.1 110 123 144 161 174 185 202 226 242 254 263 271 3.61 6.17 8.69 11 13.1 21.4 27.2 31.7 35.4 38.5 45.8 $1.4 60.2 67.2 78.6 92.1 103 122 137 160 178 193 205 225 251 269 282 292 301 20% 0.2EY 4.39 7.65 10.7 13.5 16.1 25.9 32.9 38.3 42.9 46.8 56.2 63.5 75.3 84.8 100 119 135 160 181 214 239 259 276 303 339 363 380 393 405 4.48 7.81 11 13.8 16.4 26.4 33.5 39.1 43.7 47.7 57.3 64.8 76.8 86.5 102 122 138 164 185 218 244 265 282 309 346 370 388 401 413 10% 5.13 9.1 12.7 16 18.9 30.2 38.3 44.7 50.1 54.7 66.1 75.2 89.8 102 121 145 164 197 223 264 296 322 343 378 424 454 476 493 506 5% 5.84 10.5 14.7 18.3 21.6 34.2 43.4 50.7 56.9 62.4 75.7 86.5 104 118 142 194 233 265 315 355 387 413 456 514 553 579 599 614 2% 6.75 12.5 17.3 21.4 25.1 39.3 49.8 58.4 65.7 72.2 88.4 102 123 141 171 206 235 284 323 386 436 477 512 568 646 697 732 755 771 1% 1in 200 7.43 8.28 14 15.9 19.3 21.7 23.8 26.7 27.8 31 43.1 47.9 54.5 60.6 64 71.2 72.2 80.4 79.5 88.6 98 110 113 127 138 155 159 178 193 215 234 259 268 296 323 357 369 407 442 490 501 558 550 625 592 681 660 767 756 879 818 949 859 995 886 1030 902 1050 1in 500 9.59 18.6 25.5 31.1 36 55.3 70 82.3 93.1 103 127 147 180 206 249 299 341 410 468 565 647 734 805 915 1060 1140 1200 1240 1260 1in1000 1in 2000 10.6 20.9 28.4 34.6 40 61.2 775 91.2 103 114 141 164 200 229 276 376 452 515 624 717 821 907 1040 1210 1310 1370 1410 1440 11.7 23.3 31.6 38.4 44.2 67.3 85.2 100 114 126 156 181 221 253 304 364 413 495 564 685 790 914 1020 1170 1370 1480 1560 1600 1630
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Appendix 2 | Water Balance Assessment
CALOUNDRA WATER BALANCE - 2.4kL Tank Volume
Roof Area 113 sq.m Landscape 55 sq.m
Irrigation Rate 548 mm/yr
3
10 Year Water Balance (Storage Volume vs Time)
2.5
2
1.5
Vol
1
0.5
0
Dec-96 Apr-98 Aug-99 Jan-01 May-02 Oct-03 Feb-05 Jul-06 Nov-07
10 Year water balance reliability 0.97974
1 Year Water Balance (Storage Volume vs Time)
3
2.5
2
1.5
VOL
1
0.5
0
Jan-06 Feb-06 Apr-06 Jun-06 Jul-06 Sep-06 Oct-06 Dec-06
1 Year water balance reliability 1
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Appendix 3 | Rational Method & Detention Calculations
Ingeniir Pty Ltd | 245001-SMP-01
ABN: 99 642 485 363 | PO Box 988 Maroochydore QLD 4558 | [email protected] | 0404157187
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Water Retention & Detention Discharge Tank Dimensions Volume Height 7500 L 1250 mm Roof Area 122 m* Roof ToC 5 min c 09 Retention Depth Retention Volume Detention Volume Pre - Development Catchment Details 0.03035 ha fi oat fi 0.781054366 c10 752 ho ‘Area 0.02425 0.85 087 mmr 52 DETENTION TANK DISCHARGE ESTIMATES (L/s) Smin volume (L) ceasom reawnatice cy yim) oy Us) 0.55 m 3300 L 4200 L Post - Development ‘Tank Bypass Catchment Details ha smavhr SminStage Outlet Flow (a) (us) 0.80 0.85 0.95 1.00 07 o77 0.855 0.90 105 0.945 1s. 1.00 1.20 1 120 1.00 126 35720 1968 22680 259.2 30120 3336 40032 3074 408 5.102 692 8301 1021 11.305 1357 9222 122250 an06 2075.10 24903 3062.10 33915 4069.80 6% osey o2ey 010 3% 0.02 1% 1%2100 0.704 075 0.835, 0.90 0.965, 06 1s 123 051 059 03) om| aan 2a9 2.96 an Pre-Development Whole ite Peak Discharges Y ‘Area (ha) ly (mh) ays) thers Frequency earthy Outlet Rating Curve 2500 2000 ° ° as 1 1s 2 25 3 —1ow MID. ——HGH —Weir QTOTAL Post-Development Whole ite Peak Discharges Y Tank outfow yim) TOMO Totals Bypass Area (ha) Discharge (is) ty (mv) 0.030 0.030 0.030 0.030 0.030 0.030 0.030 0.030 0.624843493 0.66 0.742001647 078 0820107084 0.90 0937265239 0937 1260 1s72 1968 268 259.2 3012 326 400.3 6637 8.799 aan 14934 anga 22,808 26.36 3162 63.20% 39.35% 18.14% 10% o% % 1% 1% 2100 0.80 0.85 0.95 1.00 105 1s. 1.20 120 0.024 0.024 0.024 0.024 0.024 0.024 0.024 0.024 0.70 074 0.83 07 oa 126.00 35720 196.80 22680 259.20 30120 333.600 400.320 591 103 10.96 1329 15.95 2029 22412 26.966 051 059 070 on un 249 2.96 3720 6.417 az. a.6s7 14.061 17.060 11.000 11.000 Outlet Rating Curve Calculations Pipel - Pipe2_—SPipe3 Low MID HIGH Invert 0.55 0.97 1.35 Height 0 0 ON/A Width 0 0 0 Diameter 25 50 100 N/A Area 490.87385 1963.4954 7853.9816 N/A Number 1 1 1 H Q Q Q Q 0.05 oO. 0.15 02 0.25 03 0.35 04 0.45 05 0.55 0 0.6 0.2917129 0.65 0.4125444 0.7 0.5052616 0.75 05834258 0.8 0.652899 0.85 0.7145478 0.9 0.771798 0.95 0.8250887 0 1 0.8751387 0.9038394 1.05 0.924772 1.4759636 1.1 0.9675023 18814917 1.15 1.0105232 22139453 1.2 1.0517859 2.502618 1.25 1.0914898 2.761275 1.3 11297993 2.976962 1.35 1.168516 3.216788 0 14 1.2027631 34218807 4.6674066 1.45 1.2376331 3.6153576 6.6007097 15 12715471 3.7989937 8.0841854 155 13045798 3.9741535 93348132 0 1.6 13367965 4.1419125 10.436638 8.37261 1.65 1.3682548 4.303363 11.432765 31.6874 1.7 1399006 4.4585339 12.348797 63.4249 1.75 14290956 4.6086947 13.201419 101.746 1.8 14585646 4.7541151 14.0222 145.667 1.85 14874498 4.8952173 14.759636 194.548 1.9 15157848 5.0323648 15.480036 247.928 1.95 15435996 5.1658725 16.168371 305.457 2 15709221 5.2960156 16.828574 366.854 2.05 15977774 5.4230364 17.463836 431.888 2.1 1.6241888 5.5471494 18.076788 500.368 2.15 1.6501774 5.6685456 18.669626 572.127 2.2 1.6757631 5.787396 19.24421 647.023 2.25 1.700964 5.9038542 19.802129 724.928 2.3 1.7257969 6.0180593 20.344754 805.731 2.35 1.7502775 6.1301371 20873277 889.331 2.4 1.7744204 6.240202 21.388744 975.638 2.45 1.7982392 6.3483593 21.892077 1064.57 25 18217466 6.4547044 2.384096 1156.05 Weir 1.565 mm 750 mm mm mmé Qrom ecocococoe ecco eococoe 0 0.29171 0.41254 0.50526 0.58343 0.65229 0.71455 0.718 0.82509 1.77898 2.39844 2.84899 3.22447 3.5544 3.85276 4.1275 4.38364 9.29205 11.4537 13.1547 14.6135, 24.288 48.7916 81.6312 120.985 165.882 215.69 269.956 328.335, 390.549 456.373 525.616 598.116 673.73 752.335, 833.819 918.085 1005.04 1094.61 1186.71 ecocesc occ coc ooo CoS ecooo ee occ eC CoCo CC COCO OCCC OOS ecoocecec occ eco c CCC COC CC OO COC OCCC OOS
Page 17
ingeniir
Appendix 4 | Example Tank Details
Ingeniir Pty Ltd | 245001-SMP-01
ABN: 99 642 485 363 | PO Box 988 Maroochydore QLD 4558 | [email protected] | 0404157187
Page 15 | 15
Page 18
Installation and maintenance instructions for
Li-Lo Rainwater Underground Tank
1500 L Order No. 200050
396 US-gal (07.1004)
3000 L Order No. 200051
793 US-gal (07.1006)
5000 L Order No. 200052
1,321 US-gal (07.1010)
7500 L Order No. 200053
1,981 US-gal
Table of contents
The points described in these
1. GENERAL NOTES 13
instructions must be observed 1.1 Safety 13
under all circumstances. All 1.2 Labelling/Tagging obligation 13
warranty rights are invalidated in
the event of non-observance. 2. INSTALLATION CONDITIONS 13
Separate installation instructions 2.1 Pedestrian weight resistant 13
2.2 Light traffic load resistant 13
are enclosed in the transportation
2.3 General 13
packaging for all additional articles
purchased from GARANTIA. 3. TECHNICAL DATA 15
3.1 GARANTIA Li-Lo Rainwater Underground Tank 15
3.2 GARANTIA Extension riser 15
Missing instructions must be 3.3 GARANTIA PE Cover 15
requested from us immediately. 3.4 GARANTIA Car Module 15
4. TANK STRUCTURE 16
The tank must be checked for any 5. INSTALLATION AND ASSEMBLY 16
5.1 Construction site 17
damage prior to insertion into the
5.2 Trench 17
trench under all circumstances. 5.3 Insertion and filling 18
5.4 Routing connections 19
Missing instructions can be 6. ASSEMBLING GARANTIA EXTENSION RISER 19
downloaded on www.garantia.eu 6.1 Assembly of extension riser 19
or can be requested from 6.2 Assembly of PE Cover 19
6.3 Assembly of Car Module with cast iron cover (Class B) 20
GARANTIA.
6.4 Assembling the extension riser as adapter 20
7. INSPECTION AND SERVICING 21
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1. General notes
1.1 Safety
When working, the appropriate health and safety regulations must be followed. For safety reasons,
especially when entering the tank, it is important that a second person is present.
Furthermore, when carrying out assembly and installation work, inspection, maintenance and repairs, all
work regulations and norms must be followed. You will find the advice in the appropriate sections of these
instructions.
The complete system must always be out of operation and guarded against unauthorized use when
carrying out work on the plant or parts of the system.
GARANTIA offers an extensive range of accessories that are all compatible with one another and may be
used to construct a complete system. The use of accessories that have not been approved by GRAF
results in the exclusion of the warranty/guarantee.
1.2 Labelling/Tagging obligation
The water in these systems is not suitable for consumption or personal hygiene.
All pipe work and outlets of the water systems are to be labelled with the words “Not drinking water”
either in words or graphically (German norm DIN 1988 Part 2, paragraph 3.3.2.) so that after years of use,
an accidental connection to the drinking water system is excluded. Even when correctly labelled it may
possibly be mistaken, for example by children. For this reason, all the outlets of the systems process
water must be fitted with child safe valves.
2. Installation conditions
2.1 Pedestrian weight resistant
• The GARANTIA Li-Lo Rainwater Underground Tank with the PE cover may only be installed in
traffic free areas. The amount of short-term load of the PE cover is max. 150 kg, the long-term
area load max. 50 kg.
2.2 Light traffic load resistant
• The GARANTIA Li-Lo Rainwater Underground Tank with the cast iron cover (Class B) and
cement support ring are suitable for installation in light traffic areas (max. total load 3.5 ton). The
tanks are not to be installed in areas where heavy goods vehicles are driven.
• The areas driven by light traffic must have a compacted earth covering of not less than 700 mm
(27.6 inch) and a maximum of 1000 mm (39.4 inch).
• Under no circumstances is the load caused by vehicles to be transferred to the tank.
2.3 General
• In the case of ground water or slope locations the special installation instructions must be
followed (see page 17).
• For installation adjacent to areas traversed by heavy vehicles (see page 17).
• The maximum allowed earth coverage above the tank shoulder must not be more than 1200 mm
(47.2 inch) – in green areas only – not under areas used by passenger cars (see page 14).
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2. Installation conditions
335 mm
13.2 inch
Approved earth coverage height with
GARANTIA PE-lid in green areas.
535 - 865 mm
Feasible earth coverage height with 21.1 - 34.1 inch |
GARANTIA extension riser and PE-lid in
green areas.
Maximum allowed earth coverage height with
second GARANTIA extension riser as max. 1200 mm
|
max. 47.2 inch
adapter or extension and PE-lid.
(in green areas only – not under areas used
by passenger cars)
max. 3,5 to
Cover heights with telescopic dome shaft
>700 <1000 mm
and car-module in areas with car traffic (load >27.6 <39.4 inch
|
up to 3.5 tonnes).
(without groundwater and stratum water)
>700 <1200 mm
Allowed earth coverage heights on >27.6 <47.2 inch |
installation in groundwater – the hashed area Max. Max.
specifies the permissible immersion depth for
the tank.
(not under areas used by passenger cars)
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3. Technical data
3.1 GARANTIA Li-Lo Rainwater Underground Tank
600 mm 600 mm
23.6 inch 23.6 inch
- -
315 mm 185 mm | | 185 mm | 265 mm | 185 mm
7.28 inch | 185 mm
12.4 inch | 7.28 inch 7.28 inch
10.43 inch 7.28 inch
Hges Hges
H Htot Htot
L B
Tank Order No. Weight L W H *Htot
1500 L 200050 2100 mm 1250 mm 700 mm 1015 mm
82 kg
396 US-gal (07.1004) 82.7 inch 49.2 inch 27.6 inch 40.0 inch
3000 L 200051 2450 mm 2100 mm 735 mm 1050 mm
180 kg
793 US-gal (07.1006) 96.5 inch 82.7 inch 28.9 inch 41.3 inch
5000 L 200052 2890 mm 2300 mm 1000 mm 1315 mm
250 kg
1,321 US-gal (07.1010) 113.8 inch 90.6 inch 39.4 inch 51.8 inch
7500 L 3600 mm 2250 mm 1250 mm 1565 mm
200053 360 kg
1,981 US-gal 141.7 inch 88.6 inch 49.2 inch 61.6 inch
*Htot = total height
3.2 GARANTIA Extension riser
(Order No. 202079 / 202057)
220 mm / 220 mm 550 mm / 700 mm 420 mm / 620 mm
| | |
8.7 inch / 8.7 inch 21.6 inch / 27.6 inch 16.5 inch / 24.4 inch
minimum effective length maximum effective length maximum effective length
if using as extension
3.3 GARANTIA PE Cover
(Order No. 202803)
730 mm 79 mm
| |
28.7 inch 3.1 inch
Top view Side view
3.4 GARANTIA Car Module
(Order No. 202059)
670 mm
-
26.4 inch
650 mm
-
725 mm 25.6 inch
| 70 mm
28.5 inch
|
665 mm 2.8 inch
-
26.2 inch
725 mm
-
28.5 inch
Top view Side view
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4. Tank structure
1. Cover (PE Cover or Car Module) 1
2.1
2.1 Telescopic attachment
Extension riser
2.2
2.3
2.2 Telescopic conical nipple /
Dome Shaft conical nipple
2.2
3
2.3 Dome Shaft
3. Li-Lo Rainwater
Underground Tank
5. Installation and assembly
Subsoil Covering layer
Extension riser Li-Lo Rainwater Underground Tank
Compacted foundation Concrete layer for surfaces used by passenger
Surrounding (round-grained gravel, max. cars
grain size 8/16) ß DIN 4124 from 1250 mm (49.2 inch) depth of
the trench
ß --> DIN 4124
1 4 7 2 5 ß
>> 100
100 mm
mm 3.9 inch
<< 300
300 mm
mm 11.8 inch
<< 300
300 mm
mm 11.8 inch
<< 300
300 mm
mm 11.8 inch
<< 300
300 mm
mm 11.8 inch
<< 300
300 mm
mm 11.8 inch
>> 100
100 mm
mm 3.9 inch
6 3
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5. Installation and assembly
5.1 Construction site
Under all circumstances, the following points must be clarified prior to installation:
• The structural suitability of the ground according to DIN 18196
• Maximum groundwater levels which occur and drainage capability of the subsoil
• Types of load which occur, e.g. traffic loads
An expert ground report should be requested from the local planning authority to determine the physical
characteristics of the subsoil.
5.2 Trench
To ensure that sufficient space is available for working, the base area of the trench must exceed the
dimensions of the tank by > 100 mm (3.9 inch) on each side; the distance from solid constructions
(e.g. foundations of the house) must be at least 1000 mm (39.4 inch).
If the depth of the trench is > 1250 mm (49.2 inch) an embankment must be designed according to
DIN 4124. The construction site must be horizontal and plane and must guarantee sufficient load-bearing
capacity.
The depth of the trench must be dimensioned so that the max. earth coverage (see point 2 – installation
conditions) above the tank is not exceeded. To use the system throughout the entire year, it is necessary
to install the tank and those parts of the system which conduct water in the frost-free area. The frost-free
depth is usually approx. 600 – 800 mm (23.6 – 31.5 inch); precise information in this regard can be
obtained from the responsible authority.
A layer of compacted, round-grain gravel (grain size 8/16, thickness approx. 100 – 150 mm;
3.9 – 5.9 inch) is applied as the foundation.
5.2.1 Slope, embankment, etc.
On installation of the tank in the immediate vicinity (< 5 m;
196.9 inch) of a slope, earthen mound or slope, a statically
calculated supporting wall must be erected to absorb the soil
pressure. The wall must exceed the dimensions of the tank
by at least 500 mm (19.7 inch) in all directions, and must be
located at least 1000 mm (39.4 inch) away from the tank.
5.2.2 Groundwater and cohesive (water-impermeable)
soils (e.g. clay soil) >700 <1200 mm
>27.6 <47.2 inch |
If it is anticipated that the tanks will be immersed deeper into
Max. Max.
the groundwater than is shown in the adjacent figure,
sufficient dissipation must be ensured. (See table for max.
immersion depth).
Dissipation of the drainage water (e.g. via an annular
drainage system) is recommended in the case of cohesive, water-impermeable soils.
1500 L 3000 L 5000 L 7500 L
Tank
396 US-gal 793 US-gal 1.321 US-gal 1,981 US-gal
700 mm 735 mm 1000 mm 1250 mm
max. immersion depth
27.6 inch 28.9 inch 39.4 inch 49.2 inch
5.2.3 Installation adjacent to surfaces used by vehicles
>H
If the underground tanks are installed adjacent to surfaces
which are used by heavy vehicles weighing over 3.5 ton, the
minimum distance away from these surfaces is at least the H
depth of the trench.
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5. Installation and assembly
5.2.4 Connection of several tanks
> 500 mm
> 19.7 inch
-
Two or more tanks are connected
via the assembly surfaces by
means of GARANTIA special seals
and basic pipes (to be provided at
construction site).
The apertures must be drilled to the
corresponding size using only the
GARANTIA special crown bit. It must be ensured that the distance between the tanks is at least 500 mm
(19.7 inch). The pipes must project at least 200 mm (7.9 inch) into the tanks.
5.3 Insertion and filling
> 100 mm
-
The tanks must be inserted, impact-free, into > 3.9 inch
the prepared trench using suitable
equipment. To avoid deformities, the tank is
filled 1/3 with water before backfilling the 2. 3/3
excavation. 1. 1/3
Afterwards the surrounding (round grain
gravel, max. grain size 8/16) is then filled in
layers of max. 30 cm (11.8 inch) and is
compacted.
The individual layers as well as the
medial support column must be well-
compacted (manuel tamper). Damage to
the tank must be avoided during compaction.
Mechanical compaction machines must not
be used under any circumstances. The
surrounding towards the trench must be at
least 100 mm (3.9 inch) wide i.e. the
distance between each wall an the tank must
be ≥ 100 mm (3.9 inch).
Backfill material Suitability
Split (Type B) consisting of max. 16 mm stone
particles capable of solid compaction (recommended)
Round grain gravel to the top of the dome, top
soil to the top of the shaft and lid
(max. grain size 8/16) (recommended)
Sand mixed with water ()
()
Good garden soil (sandy loam)
(only soil properties are similar to sand or gravel)
Fine clay soil NO
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5. Installation and assembly
5.4 Routing connections
All feed and overflow pipes must be routed
with a decline of at least 1 % in the direction of
flow (possibly, subsequent settling must be
taken into consideration in this case). If the
tank overflow is connected to a public sewer,
this must be protected against reflux by
means of a lifting station (mixed sewer) or
reflux seal (pure rainwater sewer) according to >1%
DIN 1986.
All suction, pressure and control lines must be >1%
Kanal
Sewer
routed in an empty pipe, which must be routed
as straight as possible, without bending, to the
tank with a decline. Necessary bends must be
formed using 30° moulded sections.
Important: The empty pipe must be connected to an aperture above the max. water level.
6. Assembling GARANTIA extension riser
6.1 Assembly of extension riser
Telescopic
Teleskopaufsatz
The extension riser enables infinite adaptation of the tank to the attachment
given site surfaces between min. 535 mm (21.1 inch) and Dichtringring
Sealing
Extension riser
max. 865 mm (34.1 inch). The extension riser has 7 positions in
Domschacht
Dome shaft
2.0 inch steps (see sketch). To allow the minimum soil covering of
the tanks of only 535 mm (21.1 inch), the telescopic attachment
must be slightly shortened.
The sealing ring is placed in the highest remaining complete Dichtringring
Sealing
groove and the telescopic attachment is pushed on (first lubricate
the sealing ring). The telescopic attachment must be well
supported with back fill material to ensure that it will not sink when
under load.
For assembling, the extension riser is placed loosely on the tank
opening. It gains its final stability without further fastening when
the pit is filled up and compressed.
6.2 Assembly of PE Cover
Schraube M 8 x 60
The PE Cover must remain locked (child proof) in position screw
except when working in the tank.
Unterlegscheibe M8
washer
The three sleeves are guided and hammered from below into the
holes of the telescopic attachment and screwed from above with 5 - Double walled
doppelwandiger
Deckel cover
6 turns. Finally place the cover in position and screw into place so
that it is child proof. The washers prevent the screws from cutting Teleskopaufsatz
Telescopic access
into plastic material of the cover.
sleeves
Einschlaghülse M8
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6. Assembling GARANTIA extension riser
6.3 Assembly of Car Module with cast iron cover
(Class B) Encasement
Rahmen Cover
Beton für cover Deckel
f. Deckel
When the tank is installed in areas traversed by light Concrete
(für Befahrbarkeit)
traffic (max. total load 3.5 ton) the telescopic assembly
Deckschicht
Covering layer Telescopic
must be embedded and supported by reinforced Teleskopaufsatz
access
concrete (Load classification B25 = 250 Kg/m²). The
concrete encasement must be uninterrupted, 300 mm Dichtung
Seal
(11.8 inch) wide and approximately 200 mm (7.9 inch)
Domschacht
Dome shaft
deep. Subsequently, the concrete frame as well as the Rollkies
Chips
cast iron cover (class B) supplied with the product are
Eisenarmierung
fitted. The earth covering above the tank must be not Reinforce
Ø ca. 1000
less than 700 mm (27.6 inch) and a maximum of
1000 mm (39.4 inch).
Under no circumstances are occurring loads to be transferred directly to the tank.
The Li-Lo Rainwater Underground Tank may under no circumstances be installed in areas traversed by
heavy goods vehicles or heavy machinery (See point 5.2.3).
6.4 Assembling the extension riser as adapter
If a wider dome shaft is used as shaft extension or adapter for larger earth coverage, it is fitted loosely
between the tank opening and the top extension riser . The shaft extension gains its final stability
without further fastening when the pit is filled up and compressed.
The maximum effective length per shaft extension or adapter is 406 mm (16.0 inch). The dome shaft can
be shortened at 7 positions from top by 50 mm (2.0 inch) in each case (see sketch).
The maximum allowed earth coverage height in combination with a second GARANTIA extension riser is
1200 mm (47.2 inch) above tank shoulder (only in green areas – not in the areas used by passenger cars.
Adapter = Max. effective length 406 mm (16.0 inch)
Allowed earth coverage height = Max. 1200 mm (47.2 inch) above tank shoulder
Cover (PE Cover or Car Module) 1
Extension riser
2
Dome shaft (shaft extension or adapter)
3
Dome Shaft conical nipple
4
Li-Lo Rainwater Underground Tank
5
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7. Inspection and servicing
The entire system must be checked for leaks, cleanliness and stability at least every three months.
The entire system should be serviced at intervals of approx. 5 years. In this case, all parts of the system
must be cleaned and their function checked. Servicing should be carried out as follows:
• Drain the tank completely
• Clean surfaces and internal parts with water
• Remove all dirt from the tank
• Check that all internal parts are firmly seated.
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