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Appendix C - Stormwater Management Plan
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Document control record
Document prepared by:
RECOR Pty Ltd
ABN 89 647 469 707
75 Noosa Drive
Noosa Heads, QLD 4567
Australia
T +61 7 5211 1003
E [email protected]
W recorconsulting.com
A person using RECOR 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 RECOR.
Document control
Report title Stormwater Management Plan
Document code 20220213-SWMP01 Project number 20220213
File path C:\12dS\data\RecorSYN\20220213 14-16 Reserve St, Pomona_643\03 Engineering\02
Reports\20220213 Reserve St SWMP.docx
Client Beau & Arrow Pty Ltd
Client contact - Client reference -
Rev Date Revision details/status Author Reviewer Verifier Approver
(if required)
0 19/10/2022 Initial Version BP BP
Current revision 1
Approval
Author signature Approver signature
Name B. Parry Name B. Parry
RPEQ: 28084
Title Civil Engineer Title Civil Engineer
recorconsulting.com
P +61 7 5211 1003 A 75 Noosa Drive, Noosa Heads,Qld 4567
E [email protected]
Page 3
Contents
Introduction..........................................................................................................................................4
Site Details ...........................................................................................................................................5
2.1. Existing Site Description ...................................................................................................................... 5
2.2. Existing Drainage Patterns .................................................................................................................. 5
2.3. Proposed Development Drainage Pattern ......................................................................................... 6
Stormwater Quantity ............................................................................................................................7
3.1. Pre-Post Comparison .......................................................................................................................... 7
Stormwater Quality ........................................................................................................................... 11
4.1. Construction Phase ........................................................................................................................... 11
4.2. Operational Phase ............................................................................................................................ 12
Conclusion ........................................................................................................................................ 13
Appendices
Appendix A
Proposed Development Plans
Appendix B
DRAINS Modelling Parameters and Results
Project number 20220213
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Page 4
INTRODUCTION RECOR has been engaged to prepare a Stormwater Management Report investigating the development of a proposed smokehouse restaurant within an existing local centre zoned allotment at 14-16 Reserve Street, Pomona. This report investigates the stormwater management considerations for the proposed development site and assesses how the run-off from the site is to be managed in accordance with Noosa Shire Council requirements for stormwater drainage. Project number 20220213 File 20220213 Reserve St SWMP.docx, 2022-09-19 Revision 1 Page 4 of 16 P +61 7 5211 1003 A 75 Noosa Drive, Noosa Heads,Qld 4567 E [email protected] recorconsulting.com
Page 5
SITE DETAILS
2.1. Existing Site Description
The existing site, known in real property terms as Lot 2 SP 115871, is located at 14-16 Reserve Street, Pomona. The
existing site contains a commercial premises, existing car parking area and undeveloped site areas with total
allotment being 1,782.5m².
The site has frontage to Reserve Street of approximately 30m, which is largely the existing commercial premises. The
car parking area and undeveloped areas located at the rear of the site to the east are accessed by an existing access
driveway approximately 5.5m wide shared by the adjacent lot to the North.
2.2. Existing Drainage Patterns
The subject site is on gently sloping land with the car parking and undeveloped land in the eastern portion of the
site falling at between 3% to 5% towards the eastern boundary. The driveway access from the western boundary is
steeper, falling at approximately 10% grade from the boundary.
An existing stormwater inlet pit is located at the rear of the existing car parking area to which the surface flows drain
following the natural contours of the site. A 250mm diameter pipe carries the existing flows along the northern
boundary of the Pomona Bowls Club discharging to an kerb inlet pit within the Station Street road reserve.
The roof of the existing building is drained by downpipes, with design plans for the existing development indicating
the roof drainage is discharged to the existing stormwater inlet pit. A pipe outlet from an existing shed building
within the adjacent lot to the north discharges into the car park as overland flows. No other upstream drainage is
expected to be conveyed through the development.
A locality plan for the site is presented below in Figure 2.1 - Site Locality Plan (Noosa Council Intramaps, 2022).
Existing 250mm
SW pipe
Figure 2.1 - Site Locality Plan (Noosa Council Intramaps, 2022)
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2.3. Proposed Development Drainage Pattern
2.3.1 Stormwater Concept
All run-off from the development will continue to drain and be discharged by the existing stormwater inlet pit within
the site. In order to maintain existing peak flow rates, roof-water from the proposed building will be drained via
attenuation tanks sized to ensure run-off resulting from the development won’t increase flows to the downstream
receiving environment. Discharge from the attenuation tank will be piped with a connection to the existing
stormwater inlet as the lawful point of discharge from the site
The overland flow paths within the development will be as the driveway is well graded to collect surface run-off at
the existing pit. A spoon drain will be provided along the northern boundary to intercept flows discharged from the
adjacent shed building, which will convey the run-off to the existing pit to maintain existing conditions.
The roof and allotment drainage system for the proposed site shall be designed to comply with:
1. Noosa Shire Council Planning Scheme Policy (PSP) - Engineering Design Standards – Roads, drainage and
earthworks;
2. The Queensland Urban Drainage Manual (QUDM); and
3. AS/NZS 3500.3:2015 - Plumbing and Drainage Part 3: Stormwater Drainage.
Refer to Appendix A Proposed Development Plan for the proposed stormwater drainage layout plan illustrating
the concept described above.
2.3.2 Lawful Point of Discharge
The existing site drains to the east, with run-off from the property captured within an existing stormwater inlet
within the property. The inlet is connected to a kerb inlet pit in Station Street which is under authority of Noosa
Shire Council. This is proposed to remain as the lawful point of discharge for the development. The lawful point of
discharge test, as described in Section 3.9.1 of QUDM, requires:
• The development does not change the flow characteristics leaving the site; or
• The proposed development will not alter the sites stormwater discharge in a way that may substantially
damage a third-party property; or
• The location of the discharge from the site is under lawful control of the government or other statutory
authority from whom permission to discharge has been received; or
• An authority to discharge has been obtained.
An assessment of the sites peak run-off generation under the range of storm events has found that on site
detention of the new roof area is able to ensure no worsening to the downstream conditions. Refer to Section 3.1
Pre-Post Comparison for further details.
The proposed discharge from the site using the existing infrastructure will therefore not alter run-off conditions in a
way that may substantially damage third party property and remains consistent with the existing drainage
characteristics. The existing stormwater inlet pit is therefore able to achieve a lawful point of discharge for the
development.
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STORMWATER QUANTITY
3.1. Pre-Post Comparison
An assessment of the existing and proposed site hydrological conditions has been carried out to determine the
impacts of the development upon peak flows from the site. The site has been modelled using the DRAINS software
to determine peak flows under both scenarios in order to identify any attenuation requirements for the site.
In accordance with ARR2019, an Initial Loss-Continuing Loss (IL-CL) model has been used to assess the site against
the ensemble of storm temporal patterns for the East Coast North region. The loss parameters and temporal patterns
have been imported from the ARR Datahub, and rainfall intensities have been imported from the Bureau of
Meteorology IFD rainfall data allowing for a 20% increase to rainfall depths to account for future climate change
patterns.
The parameters obtained from the Australian Rainfall and Runoff (ARR) Data Hub for the location and the rainfall
IFD data obtained from the Bureau of Meteorology have been imported into DRAINS to generate the storm events.
The models have been run using the ensemble of storm events for 1EY, 50%, 0.2EY, 10%, 5%, 2% and 1% Annual
Exceedance Probability (AEP) for durations from 1 minutes to 12 hours to determine the critical storm duration and
the mean peak flowrate from the storms. Refer to Appendix B DRAINS Modelling Parameters and Results for details
of the parameters used and summary of the results from the modelling.
To assess the peak flows arising from the development, the site has been broken into the following catchment area
• Pre-development
o Existing Roof – Piped drainage from existing building at west of site to pit
o Existing Car Park – Overland surface flows from car parking and adjacent shed outlet to pit
o Existing Undeveloped – The remaining pervious areas bypassing the stormwater pit
• Post Development
o Existing roof – unchanged
o Existing car park – unchanged
o Smokehouse roof – Piped drainage from proposed roof to pit
o Remaining Area – typically pervious area bypassing pit
The configuration of the catchment areas for pre-development and post-development areas are shown in Figure 3.1
– DRAINS Pre-development catchments and Figure 3.2 – DRAINS Post-development catchments respectively, and
the existing and proposed DRAINS layouts are shown in Figure 3.3 – DRAINS Pre-development Layout and Figure
3.4 – DRAINS Post-development Layout.
Figure 3.1 – DRAINS Pre-development catchments
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Figure 3.2 – DRAINS Post-development catchments
Figure 3.3 – DRAINS Pre-development Layout
Figure 3.4 – DRAINS Post-development Layout
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The results of the modelling against the range of design storms for the development under the existing and
proposed development conditions are shown in Table 3.1 Existing and proposed unmitigated site peak discharge
rates.
Table 3.1 Existing and proposed unmitigated site peak discharge rates
Wyandra Street
Qchange
A.E.P Qexisting Qproposed Qchange (%)
(m³/s) (m³/s) (m³/s)
1EY 0.044 0.048 0.004 9%
50% 0.051 0.054 0.003 6%
0.2 EY 0.080 0.091 0.011 14%
10% 0.095 0.098 0.003 3%
5% 0.112 0.111 -0.001 -1%
2% 0.129 0.137 0.008 6%
1% 0.150 0.154 0.004 3%
The increased impervious area resulting from the development will increase in overall peak site run-off rates.
Attenuation will therefore be required to mitigate the increased peak flows to ensure that there is no impact that
may result in nuisance to downstream properties and infrastructure. The site model was therefore updated to
include an attenuation storage through which run-off from the new roof area will be drained before being discharged
to the existing pit. The modified layout to assess attenuation is shown below in
Figure 3.5 – DRAINS Post-development Layout
Figure 3.5 – DRAINS Post-development Layout with Attenuation
An iterative process was used to determine a suitable combination of attenuation storage and low-flow and high-
flow outlets that would restrict the developed flows to at or below existing peak flow rates. It was found that a 3KL
attenuation volume (e.g. Aquaslim Square 3008 or similar) would provide sufficient capacity with a 50mm low flow
orifice place at its base outlet and a 150mm overflow at the top of the tank. This configuration of attenuation would
sufficiently reduce peak flows to below existing flow rates, as shown in Table 3.2 Existing and proposed mitigated
site peak discharge rates.
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Table 3.2 Existing and proposed mitigated site peak discharge rates
Wyandra Street
Qchange
A.E.P Qexisting Qproposed Qchange (%)
(m³/s) (m³/s) (m³/s)
1EY 0.044 0.044 0.000 0%
50% 0.051 0.050 -0.001 -2%
0.2 EY 0.080 0.076 -0.004 -5%
10% 0.095 0.091 -0.004 -4%
5% 0.112 0.104 -0.008 -7%
2% 0.129 0.123 -0.006 -5%
1% 0.150 0.140 -0.010 -7%
Under the proposed conditions, the existing 250mm stormwater pipe was found to be capable of
conveying the peak flows generated from the existing and proposed development without exceeding the
required freeboard of the existing pit as shown below in Figure 3.6 – Peak 1% Developed Flow in Existing
250mm PVC pipe. The existing point of discharge therefore has adequate capacity to carry the peak
attenuated flows resulting from the development.
Figure 3.6 – Peak 1% Developed Flow in Existing 250mm PVC pipe
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STORMWATER QUALITY
The following sections discuss the stormwater quality considerations for the construction and operational phase of
the development.
4.1. Construction Phase
4.1.1 Erosion and Sediment Control Measures
During construction, it is necessary to manage stormwater run-off to avoid potential contamination of downstream
waterways from sediments and other pollutants from the site. A range of best practice sediment and erosion controls
should be implemented on the development to ensure negative impacts to the downstream receiving environment
are mitigated.
As the area being developed is below 2,500m², the development’s construction will be managed using best practice
erosion and sediment control principles in line with the desired outcomes of Appendix 2 of the SPP (DERM, July
2017), which are shown below in Figure 4.1.
Figure 4.1 SPP 2017 Construction Phase Stormwater Management Design Objectives
A site-specific erosion and sediment control plan shall be prepared as part of a future submission for Operational
Works approval. Suitable erosion and sediment controls for the site may include:
1. Sediment fencing along downstream of the work areas within the site to prevent sediment from leaving the
construction area.
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2. A shakedown area is to be installed at the construction entry/exit to the proposed development area to
minimise sediment being transported to and from the site.
3. Diversion of upstream catchments around any exposed areas using diversion drains around the site.
4.2. Operational Phase
The proposed development will result in an increase in impervious area, however this is almost entirely new roof,
and therefore dedicated stormwater treatment is not considered suitable for the scale and nature of the
development. Water quality improvements will be possible through first flush divertors fitted to roof downpipes
prior to discharge into the attenuation tanks. These will ensure the more pollutant laden initial flush during a storm
event will flow into landscaping areas allowing nutrient uptake and biological filtering to reduce pollutants being
discharged from the site.
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CONCLUSION
This Stormwater Management Report has outlined how the stormwater run-off from the site is to be managed to
comply with the relevant requirements and minimise any adverse impacts to the downstream catchments.
• Run-off from the proposed development will continue to make use of the existing stormwater drainage line
from the site which connects to Council stormwater infrastructure in Station Street to the east as the lawful
point of discharge.
• The peak flow conditions for the existing and proposed development were analysed in DRAINS to determine
the impacts of the proposed development. As the development will increase the peak flows from the site,
stormwater attenuation is required to be provided to the new roof area to ensure developed flows do not
exceed existing conditions. A 3kL slimline attenuation tank, with a 50mm low flow orifice and 150mm
overflow outlet was found to provide the required reduction.
• The existing stormwater pipe discharging from the site was analysed under the peak 1% AEP storm
conditions for the developed (attenuated) site, and it was found that the peak run-off was able to be carried
without exceeding the required freeboard in the pit. The infrastructure has therefore been deemed
adequate to convey the proposed development discharges.
• During construction, erosion and sediment control measures are to be implemented to minimise potential
contaminants impacting the downstream receiving environment in line with the objectives of Appendix 2 of
the SPP. An erosion and sediment control plan shall be developed as part of a submission for Operational
Works approvals.
• As the development will result only in a relatively small roof area that is not expected to contribute
significantly to the pollutant generating characteristics of the site, stormwater quality treatment is not
proposed for the development. Instead, first flush diversion of roof run-off will provide nominal water quality
improvements that are suitable for the scale and nature of the proposed development.
• The proposed stormwater solution manages run-off generated by the proposed development without
resulting in significant impacts to water quality or quantity and is therefore considered to meet the Water
Quality and Drainage objectives of the Noosa Plan.
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Appendix A Proposed Development Plans Project number 20220213 File 20220213 Reserve St SWMP.docx, 2022-09-19 Revision 1 Page 14 of 16 P +61 7 5211 1003 A 75 Noosa Drive, Noosa Heads,Qld 4567 E [email protected] recorconsulting.com
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ADJACENT SHED DOWNPIPES SW
OUTLETTING THROUGH BOUNDARY
SW
EXISTING 900x900 SW INLET PIT
SL: 91.63
SW
IL: 90.83
SW
SW
SW
SW
5.5m
SW 91
2.5
% SW
91
E@
IP
VC PSW
mmP
5 0
Ø2
ING SW
IST
EX
1m
EXISTING 5.5m WIDE DRIVEWAY & SW
CONCRETE CROSSOVER IN SHARED
ACCESS EASEMENT SW
SL: 91.63m
IL: 90.83m
94
EXISTING 1m WIDE CONCRETE
FOOTPATH
EXISTING Ø250mm SW PIPE
USIL: 90.83
94
DSIL: 87.95
GRADE 2.5%
LENGTH 114.9m
92
94
92 9 2
94
92
91
NOTE:
CONTOUR DATA FROM NOOSA-GYMPIE 2015 LIDAR SURVEY,
REFERENCED TO GDA94 MGA ZONE 56 COORDINATES (EPSG:28356).
LEVELS SHOWN ARE AUSTRALIAN HEIGHT DATUM (AHD).
STORMWATER AND CROSSOVER DATA FROM JOHN NORDEN &
ASSOCIATES DESIGN PLANS 94/35-1 & 94/35-2
92
92
919
CLIENT DETAILS: PROJECT ADDRESS: APPROVED BY: PROJECT NAME:
POMONA SMOKEHOUSE
1
BEAU & ARROW PTY LTD TITLE: STATUS:
EXISTING FEATURES PLAN PRELIMINARY NOT FOR
© ABN 89 647 469 707
14-16 RESERVE STREET, POMONA BENJAMIN PARRY CONSTRUCTION
37 MARY ST RPEQ: 28084
1 21/10/2022 RFI ISSUE BP BP SCALE:
NOOSAVILLE, QLD 4566 CPEng NER
+61 7 5211 1003 REV DATE DESCRIPTION DWN CHK APP
AS INDICATED DATE: 21/10/2022
DRAWING NUMBER: PROJECT NUMBER: SHEET REV:
SIZE:
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001 20220213 A1 1
Page 16
LEGEND
APPROX. EXISTING PAVEMENT
0m
.2
LEVEL (AHD)
93
SW EXISTING SW PIPE
SW NEW SW PIPE
SPACES TO BE LINEMARKED IN
ACCORDANCE WITH THE MANUAL OF SW
EXISTING ADJACENT EXISTING SW PIT
UNIFORM TRAFFIC CONTROL DEVICES
APPROXIMATE LOCATION OF OBSERVED
PAVEMENT DETERIORATION IN ADJACENT
DRIVEWAY TO REMAIN AS IS (MUTCD) AND IN ACCORDANCE WITH PROVIDE CONCRETE SPOON DRAIN TO SW
LOT. RECOMMENDED REMEDIATION BY AS2890. CONVEY RUN-OFF FROM SHED OUTLET NEW SW PIT
TO SW PIT SW
HEAVY PATCHING AS PART OF ONGOING
MAINTENANCE REGIME BY OWNERS
SW NEW SW TANK
5m
4m
m
5m
.6
0
.1
.6
92
SW
.3
93
93
94
NEW SW TRENCH DRAIN
SPACES TO BE LINEMARKED IN SW
ACCORDANCE WITH THE MANUAL OF
2m
4m
2.6m
6m
.7
.7
UNIFORM TRAFFIC CONTROL DEVICES
SW CONCRETE SPOON DRAIN
1m
8m
91
91
.0
9m
.3
(MUTCD) AND IN ACCORDANCE WITH
92
.3
94
.5
92
AS2890.
SW
92
9m
.2
94
2.5
% SW
1
E @
PIPW
9
S
5.4m
C
PV
mm
0m
1m
250
.2
4m
GØ SW
.5
93
93
IN
.2
IST
94
EX
m
SW
5
.0
93
SW
SL: 91.63m
3m
IL: 90.83m
94
.6
91
6m
FULL EXTENT OF EXISTING DRIVEWAY
.8
92
1m
& CROSSOVER TO BE RETAINED
2m
SW
.2
.5
92
92
8m
.7
92
SW
94
SW
PROVIDE PEDESTRIAN LINE
MARKINGS TO DENOTE WALKWAY 92 PWD AND SHARED SPACE WITH
SW
BOLLARD TO BE PROVIDED IN
ACCORDANCE WITH AS 2890.6
0m
9m
.8
SW
3m
SW
91
.0
SW SW
94
SW
0m
92
.3
SW SW SW
92
SW
.6
SW SW
92
SW
SW
RECOMMEND TREATMENT OF CRACK
SEALING BE CARRIED OUT WITHIN PARKING
7m
.7
AREA AS PART OF ONGOING MAINTENANCE
92
REGIME BY OWNERS TO EXTEND PAVEMENT
LIFE
UP
SW
92 9
SW
2
94
PROPOSED SW. REFER TO SHEET 040
SW
92
0m
.6
92
9m
.6
92
2
92
9
CLIENT DETAILS: PROJECT ADDRESS: APPROVED BY: PROJECT NAME:
POMONA SMOKEHOUSE
BEAU & ARROW PTY LTD TITLE: STATUS:
ROADS LAYOUT PLAN PRELIMINARY NOT FOR
© ABN 89 647 469 707
14-16 RESERVE STREET, POMONA BENJAMIN PARRY CONSTRUCTION
37 MARY ST
RPEQ: 28084
NOOSAVILLE, QLD 4566
1 21/10/2022 RFI ISSUE BP BP SCALE: CPEng NER
+61 7 5211 1003 REV DATE DESCRIPTION DWN CHK APP
AS INDICATED DATE: 21/10/2022
DRAWING NUMBER: PROJECT NUMBER: SHEET REV:
SIZE:
RECORCONSULTING.COM REVISIONS
DO NOT SCALE, IF IN DOUBT ASK
001 20220213 A1 1
Page 17
LEGEND
SW EXISTING SW PIPE
SW NEW SW PIPE
SW
W PIT
EXISTING SW
S
SWNEW SW PIT
PROVIDE CONCRETE SPOON DRAIN TO
SW
NEW SW TANK
CONVEY RUN-OFF FROM SHED OUTLET
TO SW PIT SW
SW NEW SW TRENCH DRAIN
SW CONCRETE SPOON DRAIN
SW
SW
SW 91
.5% SW
1
E @2
PIP
9
VC SW
mP
250m
TIN
G Ø
SW
IS
EX
SW
SW
SL: 91.63m
IL: 90.83m
91
SW
BREAK INTO EXISTING FIELD INLET PIT,
CONNECT STORMWATER AND MAKE
GOOD. GROUT SEAL PENETRATION
SW
SW
92
SW
NEW Ø150mm PVC PIPE
LENGTH: 14.2m
USIL: 91.0m
DSIL: 90.85
SW SW SW SW
SW SW SW SW
SW SW SW SW
SW
NEW Ø150mm PVC PIPE
LENGTH: 14.2m
USIL: 91.0m
DSIL: 90.85
UP
NEW 450x450 FIELD INLET
SW SL: 91.7m
92
IL: 91.0m
9
GRADE SURROUNDS LOCALLY TO FALL TO PIT
SW
2
94
NEW Ø150mm PVC PIPE
SW
92
LENGTH: 8.8m
USIL: 91.11m
DSIL: 91.02
3,000L SLIMLINE RAINWATER ATTENUATION TANK
50mm LOW FLOW ORIFICE TO BASE
150MM OVERFLOW. CONNECT OUTLET TO EXISTING PIT. ALL ROOFWATER TO TANK
91
92
92
919
CLIENT DETAILS: PROJECT ADDRESS: APPROVED BY: PROJECT NAME:
POMONA SMOKEHOUSE
1
BEAU & ARROW PTY LTD TITLE: STATUS:
DRAINAGE LAYOUT PLAN PRELIMINARY NOT FOR
© ABN 89 647 469 707
14-16 RESERVE STREET, POMONA BENJAMIN PARRY CONSTRUCTION
37 MARY ST
RPEQ: 28084
1 21/10/2022 RFI ISSUE BP BP SCALE:
NOOSAVILLE, QLD 4566 CPEng NER
+61 7 5211 1003 REV DATE DESCRIPTION DWN CHK APP
AS INDICATED DATE: 21/10/2022
DRAWING NUMBER: PROJECT NUMBER: SHEET REV:
SIZE:
RECORCONSULTING.COM REVISIONS
DO NOT SCALE, IF IN DOUBT ASK
001 20220213 A1 1
Page 18
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94
INTERNAL DRIVEWAY ACCESS AND PASSING
92
CLIENT DETAILS: PROJECT ADDRESS: APPROVED BY: PROJECT NAME:
POMONA SMOKEHOUSE
BEAU & ARROW PTY LTD TITLE: STATUS:
SWEPT PATHS PLAN PRELIMINARY NOT FOR
© ABN 89 647 469 707
14-16 RESERVE STREET, POMONA BENJAMIN PARRY CONSTRUCTION
RPEQ: 28084
37 MARY ST
NOOSAVILLE, QLD 4566
1 21/10/2022 RFI ISSUE BP BP SCALE: CPEng NER
+61 7 5211 1003 REV DATE DESCRIPTION DWN CHK APP
AS INDICATED DATE: 21/10/2022
DRAWING NUMBER: PROJECT NUMBER: SHEET REV:
SIZE:
RECORCONSULTING.COM REVISIONS
DO NOT SCALE, IF IN DOUBT ASK
040 20220213 A1 1
Page 19
Appendix B DRAINS Modelling Parameters and Results Project number 20220213 File 20220213 Reserve St SWMP.docx, 2022-09-19 Revision 1 Page 15 of 16 P +61 7 5211 1003 A 75 Noosa Drive, Noosa Heads,Qld 4567 E [email protected] recorconsulting.com
Page 20
Site Catchment Areas for DRAINS Modelling
Project number: 20220213 Calculations: B. Parry
Street Address: 14-16 Reserve Street
Locality: Pomona, NSC Date: 19/09/2022
Existing Site
LiDAR, Site inspection, aerial imagery
Existing Site Directly connected (m²) Indirectly connected (m²)
14-16 Reserve StreetRoof 350.1 305.0 45.1
Impervious Ground 13.5 13.5 -
Driveway 659.6 659.6 -
Total Imp 1,023.2 978.1 45.1
Total Per 804.3 - 804.3
Site Area 1,827.5 978.1 45.1
% impervious Effective DCIA = 75% DCIA ICIA +25% ineffective DCIA
733.6 289.6
Impervious 56.0% 40.14% 15.85%
Pervious 44.01%
Proposed Site
Architectural Plans
Proposed Directly connected (m²) Indirectly connected (m²)
14-16 Reserve StreetRoof 543.1 498.0 45.1
Impervious Ground 25.2 13.5 11.7
Driveway 658.2 658.2 -
Total Imp 1,226.5 1,169.7 56.8
Total Per 601.0 - 601.0
Site Area 1,827.5 1,169.7 657.8
% impervious Effective DCIA = 75% DCIA ICIA +25% ineffective DCIA
877.3 349.2
Impervious 67.1% 48.0% 19.1%
Pervious 32.9%
Page 21
BOM IFDs Frequent and Infrequent Storm Events
Project number: 20220213
Street Address: 14-16 Reserve Street
Locality: Pomona, NSC Date: 19/09/2022
Source : http://www.bom.gov.au/water/designRainfalls/revised-ifd/
Location: Latitude -26.35652646
Nearest Latitude 26.3625 (S)
Longitude 152.8590619
Nearest Longitude 152.8625 (E)
Date obtained: 5/09/2022
Annual Exceedance
Probability (AEP)
Duration 63.20% 50%# 20%* 10% 5% 2% 1%
1 min 155 175 237 277 315 364 401
2 min 130 147 199 235 271 319 357
3 min 123 138 187 221 254 298 332
4 min 117 132 179 210 241 281 312
5 min 112 127 171 201 230 267 295
10 min 92.3 104 140 164 186 214 235
15 min 78.3 88.4 119 139 157 181 199
20 min 68.3 77 104 121 137 158 174
25 min 60.7 68.5 92.3 108 123 142 156
30 min 54.9 61.9 83.5 97.7 111 129 142
45 min 43.2 48.7 65.9 77.4 88.6 103 114
1 hour 36.1 40.7 55.3 65.2 74.9 87.7 97.5
1.5 hour 27.9 31.5 43.1 51.1 59 69.5 77.7
2 hour 23.2 26.3 36.1 43 49.8 59 66.1
3 hour 17.9 20.4 28.3 33.9 39.4 47 52.9
4.5 hour 13.9 15.9 22.4 26.9 31.5 37.7 42.6
6 hour 11.7 13.4 19 23 26.9 32.4 36.7
9 hour 9.13 10.6 15.2 18.5 21.8 26.3 29.8
12 hour 7.69 8.94 13 15.8 18.7 22.7 25.9
18 hour 6.03 7.05 10.4 12.7 15.1 18.5 21.1
24 hour 5.05 5.93 8.8 10.9 13 15.9 18.2
30 hour 4.38 5.16 7.71 9.55 11.4 14.1 16.2
36 hour 3.89 4.59 6.89 8.56 10.3 12.7 14.7
48 hour 3.2 3.78 5.72 7.14 8.61 10.7 12.4
72 hour 2.39 2.83 4.3 5.4 6.55 8.22 9.6
96 hour 1.92 2.27 3.45 4.34 5.29 6.66 7.8
120 hour 1.62 1.9 2.88 3.63 4.42 5.57 6.53
144 hour 1.4 1.64 2.47 3.11 3.79 4.76 5.57
168 hour 1.23 1.44 2.16 2.72 3.31 4.14 4.83
[OCR of page images]
BOM IFDs Frequent and Infrequent Storm Events
REC:<R
Project number: 20220213,
street Address: 14-16 Reserve Street
Locality Pomona, NSC Date 19/09/2022
Source : http://www bom. gov.au/water/designRainfalls/revised-td/
Location: Latitude -26.35652646 tensity, “*AEP - Annual Exceedance Probability
Nearest Latitude 26.3625 (5) 5000 PET FRceerbOee Bes EOC
Longitude 152.8590619 t noon
Nearest Longitude 152.8625 (E) POON ones 4 + fee . 4 a a
as00 | senatibe amet ae [4
Date obtained: 5/09/2022 3000 F- : 3 eons —— mm
750
—e—
Annual Exceedance "any (SES y eee : —— ox [J
Probability (AEP)
Duration 63.20% 50% 20%* 10% 5% 2%. 1%
155; 175; 237] 277 35; 364 401
130 147, 199 235] 27 319 357
123 138 187, 224 254 298] 332
117) 132 179) 210 241) 281 312
112 127] a7 203) 230 267 295]
92.3 104 140 164) 186 214 235;
78.3 88.4 119 139 157 181 199
68.3 77 104 121 137] 158] 174
60.7 68.5 92.3 108] 123 142] 156
54.9 61.9 83.5 97.7 uy 129 142]
[45 min 43.2 48.7 65.9 77.4 88.6 103; 14)
‘hour 36.1 40.7 55.3 65.2 74.9 87.7 97.5
1.5 hour 27.9 31.5 43.1 51d 59] 69.5 777
2 hour 23.2 26.3 36.1 43 49.8 59] 66.1
[3 hour 179 20.4 28.3 33.9 39.4 47 52.9
4.5 hour 13.9 15.9 22.4 26.9 315 37.7 42.6
[6 hour 17 13.4 19 23 26.9 32.4 36.7
[9 hour 9.13 10.6 15.2 18.5 21.8 26.3 29.8
12 hour 7.69 8.94 B 15.8 18.7 2.7 25.9 aspera sess 2 4
18 hour 6.03 7.05 10.4 127 15.1 18.5 2d
[24 hour, 5.05 5.93 a 10.9 B 15.9 18.2 :
[30 hour, 4.38 5.16 771 9.55 ia 14.1 16.2 oz i oa +
[36 hour, 3.89 4.59 6.89 8.56 10.3 127 147
[48 hour 32 3.78 5.72 744 861 10.7 aa minutes hours I days
[72 hour, 2.39 2.83 43 sal 655 8.22 3.6]
[96 hour, 1.92 2.27 3.45 434 5.29 6.66 738 Duration
120 hour 1.62 19 2.88 3.63 442 557 653
144 hour 14 1.64 247 3 379 476 35u ‘©Copyright Commonwealth of Australia 2016, Bureau of Meteorology (ABN 92 637 533532)
168 hour 1.23 1.44 2.16 272 3.31 4.14 4.83
Page 22
ARR Datahub Parameters Project number: 20220213 Street Address: 14-16 Reserve Street Locality: Pomona, NSC Date: 19/09/2022
Page 23
90 (1.5) 120 (2.0) 180 (3.0) 360 (6.0) 720 (12.0) 1080 (18.0) 1440 (24.0) 2160 (36.0) 2880 (48.0) 4320 (72.0) (0.047) 06 (0.013) 04 (0.007) 34 (0.050) 95 (0.118) 13.2 (0.123) 7 (0.056) 1.9 (0.013) 0.4 (0.001) 0.0 (0.000) 0.0 (0.000) Interim Climate Change Factors 2030 2050 2070 RCP 4.5 0.869 (4.3%) 1.057 (5.3%) 1.272 (6.4%) 1.488 (7.5%) 1.676 (8.5%) 1.810 (9.2%) 1.862 (9.5%) (0.048) (0.048) 72 15 (0.111) (0.150) 58 94 (0.080) (0.109) 1.6 17.2 (0.136) (0.169) 18.3 24.1 (0.160) (0.175) 22.0 27.9 (0.142) (0.147) 17.9 25.0 (0.096) (0.109) 13.7 21.6 (0.065) (0.083) 16 19.1 (0.047) (0.062) 6.0 10.0 (0.022) (0.029) 17 28 (0.005) (0.007) RCP6 0.783 (3.9%) 1.014 (6.1%) 1.236 (6.2%) 1.458 (7.4%) 1.691 (8.6%) 1.944 (9.9%) 2.227 (11.5%) (0.048) (0.065) 15.7 14.4 (0.177) (0.138) 128 14.2 (0.128) (0.121) 22.6 23.6 (0.191) (0.167) 29.6 56.3 (0.183) (0.290) 33.5 58.7 (0.149) (0.215) 31.8 50.4 (0.117) (0.152) 29.4 62.4 (0.093) (0.137) 26.4 51.8 (0.071) (0.113) 13.8 39.9 (0.033) (0.078) 38 85 (0.008) (0.014) RCP 8.5 0.983 (4.9%) 1.349 (6.8%) 1.773 (9.0%) 2.237 (11.5%) 2.722 (14.2%) 3.209 (16.9%) 3.679 (19.7%) (0.074) 13.5 (0.116) 153 (0.116) 24.3 (0.153) 76.2 (0.347) 778 (0.250) 64.4 (0.169) 69.8 (0.159) 70.8 (0.134) 59.6 (0.100) 12.0 (0.017) Note Layer Info Time Accessed Version Note Preburst interpolation methods for catchment wide preburst has been slightly altered. Point values remain unchanged 05 September 2022 03:42PM 2019.1 ARR recommends the use of RCP4.5 and RCP 8.5 values. These have been updated to the values that can be found on the climate change in Australia website
Page 24
DRAINS Modelling Results
Project number: 20220213 Calculations: B. Parry
Street Address: 14-16 Reserve Street
Locality: Pomona, NSC Date: 19/09/2022
Pre / Post Comparison
3 3 3
A.E.P Qy Pre (m /s) Qy Post (m /s) Qchange (m /s) Qchange (%)
63.2% AEP 0.044 0.048 0.004 9%
50% AEP 0.051 0.054 0.003 6%
0.2 EY 0.080 0.091 0.011 14%
10% AEP 0.095 0.098 0.003 3%
5% AEP 0.112 0.111 -0.001 -1%
2% AEP 0.129 0.137 0.008 6%
1% AEP 0.150 0.154 0.004 3%
Tank Node Assumptions3kL attenuation storage
Pre / Post w/ OSD Comparison https://www.slimlinerainwatertanks.com.au/aquaslim-squared-colorbond-steel-slimline-water-
3 3 3
A.E.P Qy Pre (m /s) Qy Post (m /s) Qchange (m /s) Qchange (%) Length 2.25
63.2% AEP 0.044 0.044 0.000 0% Width 0.88 m
50% AEP 0.051 0.050 -0.001 -2% Total Area 1.98 m²
0.2 EY 0.080 0.076 -0.004 -5% Low flow orifice 50 mm
10% AEP 0.095 0.091 -0.004 -4% Overflow 150 mm
5% AEP 0.112 0.104 -0.008 -7% Tank Height 1.87 m
2% AEP 0.129 0.123 -0.006 -5% Overlow height 1.72 m
1% AEP 0.150 0.140 -0.010 -7%
Page 25
Document prepared by RECOR Pty Ltd ABN 89 647 469 707 37 Mary Street Noosaville, QLD 4566 Australia T +61 7 5211 1003 E [email protected] W recorconsulting.com Project number 20220213 File 20220213 Reserve St SWMP.docx, 2022-09-19 Revision 1 Page 16 of 16 P +61 7 5211 1003 A 75 Noosa Drive, Noosa Heads,Qld 4567 E [email protected] recorconsulting.com