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Appendix G Water and Sewer Analysis
WATER SUPPLY AND SEWER NETWORK ANALYSIS Client: Noosa Shire Council Location: 62 Lake Macdonald Drive, Cooroy WATER SUPPLY AND SEWER NETWORK ANALYSIS AT 62 LAKE MACDONALD DRIVE, COOROY FOR NOOSA SHIRE COUNCIL DATE: AUGUST 2023 PROJECT NO: 233467 REPORT NO: AG/AG/M23-0030RPT ISSUE A Covey Associates Pty Ltd 1 Project No: 141753 Consulting Engineers 101036Rpt Iss A
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Page 2
WATER SUPPLY AND SEWER NETWORK ANALYSIS
Client: Noosa Shire Council Location: 62 Lake Macdonald Drive, Cooroy
DOCUMENT ISSUE APPROVAL
Project No: 233467
Title: Water Supply and Sewer Network Analysis
Client: Noosa Shire Council
Date: August 2023
Issue: A
Distribution: Unitywater – One (1) copy
Noosa Shire Council – One (1) copy
Covey Associates Pty Ltd – One (1) copy
© Copyright Covey Associates Pty Ltd (2023).
This document is the property of Covey Associates Pty Ltd. This document and the information
contained in it are solely for the use of the authorised recipient and this document may not be
used, copies of reproduced in whole or part for any purpose other than that for which it was
supplied by Covey Associates Pty Ltd. Covey Associates Pty Ltd makes no representation,
undertakes no duty and accepts no responsibility to any third party who may use or rely upon this
document or the information contained in it.
COPYRIGHT NOTICE:
This material is the intellectual property and copyright of Covey Associates Pty Ltd.
Allister Gaffney Shane Rynne
Author: Allister Gaffney Reviewed: Shane Rynne
Senior Water Resource Engineer Senior Civil Engineer
BEng (Civil), MEng, RPEQ BEng (Civil), GradDipMunEng,
MIEAust, RPEQ
Page 3
WATER SUPPLY AND SEWER NETWORK ANALYSIS
Client: Noosa Shire Council Location: 62 Lake Macdonald Drive, Cooroy
CONTENTS
1.0 INTRODUCTION 1
2.0 WATER NETWORK ANALYSIS 2
2.1 Demand 2
2.2 Serviceability Requirements 3
2.2.1 Service Pressure 3
2.2.2 Fire Flow 3
2.3 Scenarios 3
2.4 Peak Hour 3
2.5 Fire Flow 4
3.0 SEWER NETWORK ANALYSIS 5
3.1 Loading 5
3.2 Serviceability Requirements 5
3.3 Scenarios 5
3.4 Network Assessment 6
3.4.1 Pump Station Capacity 7
3.4.2 Rising Main Velocity 7
3.4.3 Operational Storage 7
3.4.4 Emergency Storage 7
3.4.5 Gravity Sewer Performance 8
4.0 CONCLUSION 8
5.0 REFERENCES 9
LIST OF APPENDICES
APPENDIX A Site Plans
APPENDIX B Water Results
APPENDIX C Sewer Data and Results
APPENDIX D Unitywater’s Service Advice Notice
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WATER SUPPLY AND SEWER NETWORK ANALYSIS
Client: Noosa Shire Council Location: 62 Lake Macdonald Drive, Cooroy
1.0 INTRODUCTION
This report demonstrates the findings of a water supply and sewer network analysis undertaken for
the proposed subdivision for residential housing at 62 Lake Macdonald Drive, Cooroy as requested
in the service advice notice (SAN) from Unitywater shown in Appendix D.
Using the InfoWater and InfoSWMM models provided by Unitywater on the 17th July 2023 the
proposed development water and sewer infrastructure was added to the respective models to
determine the impacts of the proposed development on the surrounding water and sewer network.
The site is located at 62 Lake Macdonald Drive, Cooroy. The real property description is Lot 105
SP118458. The total site area is approximately 3.54 hectares. The site currently consists of a
storage shed, vegetation and open space. The proposed development application is for a lot
reconfiguration for residential purposes. A site locality plan is shown in Figure 1.
The development is located within water DMA zone COORO (“the DMA”). The development
sewerage will drain to the existing sewer pump station (SPS) CRY020 before discharging to the
Cooroy Sewage Treatment plant (STP-CRY001). The scope of the sewer analysis is from the
development connection point to pump station CRY020.
Figure 1 – Site Locality Plan
Covey Associates Pty Ltd 1 Project No: 233467
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WATER SUPPLY AND SEWER NETWORK ANALYSIS
Client: Noosa Shire Council Location: 62 Lake Macdonald Drive, Cooroy
2.0 WATER NETWORK ANALYSIS
There is one connection point proposed for the development off the existing DN250 DICL main on
Dianella Ct. A new DN150 PVC-O water mains is proposed generally alongside the proposed road
within the development. Refer to the Site plans in Appendix A for the development layout.
2.1 Demand
For this assessment, the equivalent persons (EP) was determined based on 100 units within the
development. The development proposes 90 x one and two-bedroom units and 10 x three-
bedroom units distributed equally over the three lots. It is assumed that these units will have a
maximum of two storeys.
The assumptions used to calculate the total EP were as follows (based on Unitywater’s Net Serv
Plan (2019):
• 2.64 EP per detached dwelling or three-bedroom unit
• 1.77 EP per one to two-bedroom unit
Based on these assumptions, the total demand for the development was 186 EP.
The following values were adopted from the South East Queensland Water Supply and Sewerage
Design and Construction Code (SEQ WS&S D&C Code, 2020) to calculate the water demand:
• Average day, AD = 230 L/EP/day
• Non-revenue water, NRW = 30 L/ EP/day
• Peak day, PD = 2 x AD
• Peak hour, PH = 4 x AD
The water demand estimated for the proposed development was based on the estimated EP as
shown in Table 1.
Table 1 – Development Water Demand
Water Demand
Design
L/EP/day L/s
Parameter
AD 230 0.49
NRW 30 0.06
PD 490 1.05
PH 950 2.04
The calculated demand for the proposed development was distributed among the proposed nodes
in the InfoWater model. The diurnal water supply demand patterns used for each water demand
node in the InfoWater model was medium density residential (MDR) which was provided together
with the model supplied by Unitywater.
Covey Associates Pty Ltd 2 Project No: 233467
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WATER SUPPLY AND SEWER NETWORK ANALYSIS
Client: Noosa Shire Council Location: 62 Lake Macdonald Drive, Cooroy
2.2 Serviceability Requirements
2.2.1 Service Pressure
The services pressure requirements that were adopted in accordance with SEQ WS&S D&C Code
(2020) included:
• Minimum 22m residual pressure during peak hour demand; and,
• Maximum 55m service pressure.
2.2.2 Fire Flow
The fire flow requirements adopted in accordance with SEQ WS&S D&C Code (2020) are as
follows:
• 15 L/s for 2 hours with a 2/3 peak hour (PH) background demand for residential;
• 30 L/s for 4 hours with a 2/3 peak hour (PH) background demand for commercial/ industrial;
• 12m minimum pressure at flowing hydrant; and,
• 6m minimum pressure elsewhere in the system.
2.3 Scenarios
The scenarios that were used in the assessment of the water supply network were based on the
Unitywater InfoWater model supplied and are listed in Table 2. The 2036 scenarios represent the
ultimate 20-year design horizon as Unitywater did not provide a 2041 scenario. The full
development loading was added to both the 2021 and 2036 post-development scenarios.
Table 2 – Water Modelling Scenarios
Scenario
Model Alias
Year Development Stage
2021 Pre-development 2021_Committed_Network_2021PD
2021 Post-development 2021_CN_2021PD_Covey
2036 Pre-development 2036_Committed_Network_2036PD
2036 Post-development 2036_CN_2036PD_Covey
2.4 Peak Hour
The service pressure results for the critical nodes during peak hour are shown in Table 3 and in
Appendix B. The table demonstrates the lowest pressure results for the most critical node in the
development and the most critical node in the existing network during peak hour (5:30pm).
UW1686 is in the highest location in the development. NOON122 demonstrated the lowest
pressure in the existing DMA and is located along Kensington Dr.
The results demonstrated that in all pre-development scenarios there are 31 nodes that did not
meet the minimum residual pressure of 22m. These nodes are shown in Appendix B. Further, in
the post-development scenarios, no additional nodes fell below the minimum residual pressure.
Therefore, the proposed development has a non-worsening effect on the peak hour pressure. It is
recommended that Unitywater review the existing failing nodes. In all modelled scenarios within
Covey Associates Pty Ltd 3 Project No: 233467
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WATER SUPPLY AND SEWER NETWORK ANALYSIS
Client: Noosa Shire Council Location: 62 Lake Macdonald Drive, Cooroy
the DMA, excluding the failing nodes, the service pressure is above 22m and is therefore
considered to be acceptable.
Table 3 –Peak Hour Pressure Analysis Results
Pressure (m)
Year Node Pre- Post-
% Difference
development development
2021 UW1686 - 31.5 -
NOON122 <0 <0 -
2036 UW1686 - 30.7 -
NOON122 <0 <0 -
2.5 Fire Flow
For the purpose of the model, each node in the development was assigned a 15 L/s fire flow
demand for residential. Using the assigned fire flow demand for the proposed development nodes
and the existing fire flow demands assigned by Unitywater to the existing network a fire flow event
was simulated for each fire node individually. All fire nodes in the model were analysed to
determine their minimum residual pressure during a fire flow event at that hydrant. The worst case
2/3 PH background demand occurred at approximately 4:30pm. As such this was the start time for
the fire flow analysis.
In both the pre-development and post-development scenarios several nodes in the existing
network had residual pressure below 12m during a fire flow event. These nodes have been
included in Appendix B. It is noted that the residual pressure at these nodes was not noticeably
worsened in the post-development cases and therefore the addition of the proposed development
did not have a worsening effect on the network with regards to fire flow.
In all scenarios, except for the failing nodes, all hydrants maintained adequate pressure during a
fire flow analysis. The results for the most critical node (UW1686) in the proposed development
and the most critical node in the DMA (NTHWJ002542) are shown in Table 4 and Appendix B.
Table 4 – Fire Flow Analysis Results
Residual Pressure (m)
Year Node Pre- Post-
% Difference
development development
2021 UW1686 - 28.00 -
NTHWJ002542 <0 <0 -
2036 UW1686 - 27.83 -
NTHWJ002542 <0 <0 -
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WATER SUPPLY AND SEWER NETWORK ANALYSIS
Client: Noosa Shire Council Location: 62 Lake Macdonald Drive, Cooroy
3.0 SEWER NETWORK ANALYSIS
3.1 Loading
The following values were adopted based on SEQ WS&S D&C Code – Design Criteria (2020) to
calculate the sewer design loading:
• Average dry weather flow, ADWF = 200 L/EP/day*
• Peak wet weather flow, PWWF= 5 x ADWF*
*Assuming RIGSS sewer will be adopted for construction.
The EP for sewer loading is 186 EP. Table 5 shows the development sewer loading based on the
total EP.
Table 5 – Development Sewer Loading
Sewer Loading
Parameter L/EP/day L/s
ADWF 200 0.43
PWWF 1000 2.15
3.2 Serviceability Requirements
All modelled scenarios were compared to the requirements from the SEQ WS&S D&C Code –
Design Criteria (2020) and design assumptions which included (but are not limited to):
• Emergency storage of 6 hours at average dry weather flow (ADWF) for new pump stations
and 4 hours at ADWF for existing pump stations
• Maximum depth of flow for gravity sewer of 75% of pipe diameter
• Maximum rising main velocity of 3.0m/s (1-2 m/s preferred)
• Duty flow of pump stations to be greater than or equal to PWWF
3.3 Scenarios
The scenarios that were used in the assessment of the sewer network were based on the
Unitywater InfoSWMM model suppled and are listed in Table 6. The 2036 scenarios represent the
design horizon as a 2041 scenario was not provided in the model from Unitywater. The full
development was added to all post-development scenarios.
Covey Associates Pty Ltd 5 Project No: 233467
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WATER SUPPLY AND SEWER NETWORK ANALYSIS
Client: Noosa Shire Council Location: 62 Lake Macdonald Drive, Cooroy
Table 6 – Sewer Modelling Scenarios
Scenario
Model Alias
Year Development Stage
2021 Pre-development 2021_PWWF
2021 Post-development 2021_PWWF_COVEY
2031 Pre-development 2031_PWWF
2031 Post-development 2031_PWWF_COVEY
2036 Pre-development 2036_PWWF
2036 Post-development 2036_PWWF_ COVEY
3.4 Network Assessment
There are two proposed connection points for the development to existing maintenance structures
one in the north and the other in the south on Dianella Ct as shown in the site plans in Appendix A.
The connection point drains to the existing sewer pump station CRY020. CRY020 ultimately
discharges to the Cooroy Sewage Treatment Plant. The proposed development will use DN150
gravity sewers to convey flow to the connection points.
As part of this analysis, the development and associated demand was added to the model based
on the site plans shown in Appendix A. The results from the sewer network assessment are shown
in Appendix C.
In the model provided it was identified that SPS-CRY020 utilised an outdated pump curve for the
2021 and 2036 scenarios. Upon further discussions with Callaghan & Toth it was determined that
Unitywater recently upgraded this pump station with two new pumps (Flygt NP3153 SH3-274) with
a duty flow of approximately 16 L/s. Refer to Appendix C for pump information.
In the 2021 pre-development scenarios the Flygt NP3153 SH3-274 pump model had adequate
capacity to cater for the incoming PWWF flow of 14 L/s. In the 2021 post-development scenario,
the new Flygt pumps had adequate capacity for the incoming flow of 16 L/s due to the increase in
PWWF from the proposed development.
In the 2036 pre-development scenario, the pumps had adequate capacity for the incoming PWWF
of 15 L/s. In the 2036 post-development scenario, the PWWF further increased to 17 L/s due to the
inflow of the proposed development. Due to the increased inflow a pump upgrade was required
which increased the duty flow to 18 L/s. Further modelling confirmed that with the full development
loading, the pump upgrade would be required before 2031 based on Unitywater’s current demand
forecast. However, in the 2031 post-development scenario the existing pumps at CRY020 had
adequate capacity up to a sewer loading from the development of 100 EP (assumed to equate to
the yield from lot 1 and 2 – 51 units).
Note that the pump upgrades and new selected pumps detailed in this report are indicative only
and will need to be determined at detailed design as part of a network works application.
Covey Associates Pty Ltd 6 Project No: 233467
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WATER SUPPLY AND SEWER NETWORK ANALYSIS
Client: Noosa Shire Council Location: 62 Lake Macdonald Drive, Cooroy
3.4.1 Pump Station Capacity
An assessment was conducted on the existing capacity of the SPS-CRY020 which is the pump
station located immediately downstream of the development connection point.
The modelled SPS Capacity and the modelled PWWF is based on the results demonstrated in the
InfoSWMM model with the inclusion of development loading. The results of the analysis are shown
in Table 7. As shown the capacity of the pump station is greater than the expected 2036 PWWF
demonstrating that the pump station has the capacity to cater for the increase in loading from the
development.
Table 7 – Post Development Pump Station Performance
Modelled PWWF (L/s) Ratio of SPS
Modelled SPS Capacity to
SPS I.D Capacity Planned Horizon 2036 PWWF
(L/s)
2021 2036
CRY020 18 14 16 1.1
3.4.2 Rising Main Velocity
The rising main velocity for all pump stations under 2036 post-development loading was analysed.
The analysis showed that the velocity of all rising mains downstream of the pumpstations was
lower than the recommended maximum velocity of 3.0 m/s. Therefore, the rising main velocities
are acceptable.
3.4.3 Operational Storage
The required operational storage was determined for the pump station based on the pump duty for
2036 post-development flows as shown in Table 8. The analysis showed that the wet well has
adequate operational storage capacity to cater for the increased loading from the development.
Appendix C demonstrates the wet well depth over the modelling time period.
Table 8 – Wet Well Operational Storage
Ratio of
Effective Required
Calculated storage
Operational Well Total Pump minimum
SPS I.D available capacity to
Depth (m) diameter Duty (L/s) operating
volume (m3) required
(m) volume (m3)
storage
CRY020 0.43 2 1.4 18 1.4 1.0
3.4.4 Emergency Storage
The required and available emergency storage was calculated for the pump station catchment
based on the 2036 post-development loading. The existing pump station CRY020 catchment has
1200 EP as detailed in the model provided by Unitywater. As shown in Table 9, the emergency
storage for the pump station was adequate to cater for both existing and development loading.
Covey Associates Pty Ltd 7 Project No: 233467
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WATER SUPPLY AND SEWER NETWORK ANALYSIS
Client: Noosa Shire Council Location: 62 Lake Macdonald Drive, Cooroy
Table 9 – Emergency Storage Results
Ratio of
Total Total
available
storage storage
SPS I.D storage to
required available
required
(m3) (m3)
storage
CRY020 46 69 1.5
3.4.5 Gravity Sewer Performance
All sewer mains between the development connection point and pump station CRY020 maintained
a maximum allowable depth of 75% x pipe diameter (i.e. 75% maximum depth ratio) during
PWWF, with the exception of pipe 2558134 which had a depth ratio of 76% during the 2036 pre-
development scenario. The depth ratio of this pipe increased slightly to 86% in the 2036 post-
development case however surcharging was not identified in any of the manholes within this area.
Therefore, the proposed development is considered to have a non-worsening effect on the existing
gravity sewer performance.
Further, for all development scenarios the development internal gravity sewer maintained an
acceptable flow depth. Therefore, the development is considered to have a non-worsening effect
on the surrounding sewer network.
4.0 CONCLUSION
The water supply analysis identified one water connection point off Dianella Ct. It is proposed to
extend the existing water main, as described earlier in this report, through the development to
serve the proposed development which includes a subdivision for the purpose of residential
housing.
The analysis demonstrated that, within the DMA, several existing nodes fell below the minimum
required pressure of 22m head during a peak hour simulation. However, in the post-development
scenarios no additional nodes fell below the minimum required pressure. It was demonstrated that
during a fire flow event in the pre-development scenarios that several existing nodes had a
residual pressure below 12m head. However, in the post-development scenarios no additional
nodes fell below 12m head and the proposed development had a negligible effect on any other
existing nodes.
In summary, the results from the water analysis demonstrated that the proposed development will
have a non-worsening effect on the surrounding network up to and including the design horizon
(2036). Further, the proposed extension to the water network provides adequate flow and pressure
to the proposed development both during peak hour and under fire flow conditions.
The sewer network analysis analysed the network between the development connection points to
the existing sewer pump station CRY020 which ultimately discharges to STP-CRY001 via a rising
main.
The initial assessment of the existing sewer network identified that the pumps in CRY020 had
adequate capacity for all pre-development scenarios and the 2021 post-development scenario. For
the 2036 post-development scenario, with the development loading, a pump upgrade was
required. Through further analysis it was determined that the pump station capacity needed to
increase to 18 L/s. It is recommended that the pump station capacity be upgraded before 2031
based on Unitywater’s current demand forecast. With the proposed pump upgrade detailed in this
Covey Associates Pty Ltd 8 Project No: 233467
Consulting Engineers M23-0030Rpt Iss A
Page 12
WATER SUPPLY AND SEWER NETWORK ANALYSIS Client: Noosa Shire Council Location: 62 Lake Macdonald Drive, Cooroy report, the downstream network demonstrated acceptable performance between the development connection point and pump station CRY020. Further, using gravity sewer mains the performance of the network within the proposed development was also acceptable. Therefore, as demonstrated in the report, with the inclusion of the proposed pump station upgrade at CRY020 the development will not have a detrimental impact on current and future Unitywater customers. 5.0 REFERENCES SEQ Water Supply and Sewerage Design & Construction Code – SEQ WS&S D&C Code SEQ (2020) Design Criteria Unitywater (2019) Netserv Plan Appendix B – Schedule of Works Covey Associates Pty Ltd 9 Project No: 233467 Consulting Engineers M23-0030Rpt Iss A
Page 13
APPENDIX A SITE PLANS
Page 14
LEGEND AERIAL IMAGE SUPPLIED BY nearmag 5m wide Vegetation Buffer di 105 SP18458 Areas and dimensions are approximate only and subject to final Survey and Council approval. Contours are LiDar derived. Vv Scale 1:1250 -— Lengths are in metres. Lull ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! J Te) 0 lo 20 30 40 50 60 70 80 90 100 II0 120 130 140 150 160 170 180 190 CLIENT PLAN OF DEVELOPMENT Noosa Shire Council MURRAY & TacalrrY WAP REF ASSOCIATES Proposed Subdivision of Cooroy o44S ee4e4 SURVEYORS & TOWN PLANNERS i Lot 105 on SP118458 DATE 5/07/2023 | Bary AHO Murray Building,15-17 Currie St. Nambour Ph.(07)5441 2188 P.O. Box 246 FILE 100988_(Proposal)_NSC.dwg Branch Offices at Caboolture Chinchilla Roma Gympie & Emerald DRAWN | CHECKED | ORIGINAL LF BWB POR 105 CADASTRAL SURVEYOR LOCAL SCALE TOE No AUTHORITY: NOOSA SHIRE COUNCIL 1:1250 100988
Page 15
SK400 - Water and Sewer Schematic
8 29
6 3 5
4
12
33
27
7 Water connection to 1
ex DN250 DICL
10 12
7 25 31
5
3 4 10
8 6 1
8
23 FH Ex DN150 PVC-U
57 R.L 108.0 3
21 4 6
5 29
2 Sewer connection 1
DN150 PVC-O ex7 manhole
19 8 51
6 Water main 4
4
9
17 49
8
12 15 6 27
11
DN150 PVC-U 2
Denotes indicative
13
7 4
5
Sewer Main hydrant
47
FH
41
R.L 115.0 6 15 25
1
42 62 5
17
37 3
10
23
19
134A 12
35 21
FH
R.L 123.00 14 Sewer connection 2
21
ex manhole
132A 23
16
31 38 29
2C 1A
2B 2 DN150 PVC-U 19
2A Ex DN150 PVC-U
4
Sewer Main
29 25
11/4 10/4
34 36
128A
3A
25 32 2/3A 27 17
6 1/3B
30 2/3B
8 3B
28
3D 3C
23 19
24
124 8A 1/3C
3C
26 5
10
1/5 6A
22 8B 2/5
3/5
4/5
21 5/5
10A 7 15
22A 22B
122 6/12 5/12 1/7 2/7
08/08/2023, 09:50:27 Note: 1:2,257
Fire hydrant (FH) surface levels are 0 0.03 0.05 0.1 mi
Water System Valve Water Auxiliary Valve Water Trunk Main Manhole Cadastre indicative and are to be confirmed at
detailed design.
Water Fitting Reflux Trunk Main Sewer Gravity Main Base Any discrepencies are to be reported to 0 0.04 0.08 0.16 km
Covey Associates Pty Ltd for
Tee Scour Reticulation Main Trunk Main Easement determination.
Source: Esri, Maxar, Earthstar Geographics, and the GIS
Cross Water Hydrant Sewer Manhole Reticulation Main Strata (Lot) User Community
Covey Associates Pty Ltd
Tapping Device Hydrant Maintenance Shaft Unitywater Operational Area Sketch
Date: 8.8.23 | Drawn: AG
Unitywater
© State of Queensland (Department of Resources), 2023 | Moreton Bay Regional Council 2015. For information and updates, planning scheme amendments or other planning related enquires contact MBRC Strategic Planning ([email protected]) For technical enquires regarding the
Page 16
APPENDIX B WATER RESULTS
Page 17
Figure B1 – 2036 Post-development Peak Hour Residual Pressures
UW1686
Figure B2 – 2036 Post-development Fire Flow Residual Pressures
UW1686
Page 18
Table B1— 2036 Post-development Peak Hour Failing Nodes ID Pressure (m) NOON122 <0 NOO217 <0 WJ007160 0.28 NOO4861 0.83 NOOS9 1.06 NOO65 2.46 NOO61 3.07 NOO67 3.08 NOO69 3.77 3208189 3.85 NOO71 3.85 3208187 3.87 3208185 3.88 UW1504 3.9 G6011156 3.9 UW1423 4.1 NOOS55 4.99 NOOS53 5.37 2089827 11.93 2158358 17.21 8099 17.24 5060564 17.35 2168355 17.38 8092 17.39 5060565 17.42 5074715 17.44 2102568 17.53 8088 17.53 5060567 17.82 5060566 19.94 5060568 19.98 8104 19.98 5060569 20.01 8095 20.02 5060570 20.08
Page 19
Table B2- 2036 Post-development Fire Flow Failing Nodes ID Residual Pressure (m) UW1687 <0 UW1686 <0 NTHWJ002542 <0 NTHWJ002578 <0 NTHWJ002579 0.69 2170822 4.84 2102561 4.84 NTHWJ002575 6.14 5043706 6.4 2169232 6.85 2102567 7.38 2170980 8.09 2167282 8.86 2089827 11.68
Page 20
APPENDIX C SEWER DATA AND RESULTS
Page 21
NP 3153 SH 3~ 274
Patented self cleaning semi-open channel impeller, ideal for pumping in
most waste water applications. Possible to be upgraded with Guide-pin®
for even better clogging resistance. Modular based design with high
adaptation grade.
Technical specification
Curves according to: Water, pure ,4 °C,1 kg/dm³,1.569 mm²/s
[m] Head
48
46
44
42
40
38
36
34
32
30
28
26
24
22 61.2%
20
18
16
14
12
10 274 176mm
8
6
4
2
0
0 5 10 15 20 25 30 35 [l/s]
Curve: ISO 9906
Configuration
Motor number Installation type
N3153.182 21-18-2FB-W P - Semi permanent, Wet
11KW
Impeller diameter Discharge diameter
176 mm 80 mm
Pump information Materials
Impeller diameter Impeller
176 mm Grey cast iron
Discharge diameter
80 mm
Inlet diameter
150 mm
Maximum operating speed
2900 rpm
Number of blades
2
Max. fluid temperature
40 °C
Project Created by michael nguyen Last update 10/21/2020
Block Created on 10/21/2020
Page 22
NP 3153 SH 3~ 274
Technical specification
Motor - General
Motor number Phases Rated speed Rated power
N3153.182 21-18-2FB-W 3~ 2900 rpm 11 kW
11KW
ATEX approved Number of poles Rated current Stator variant
No 2 18 A 7
Frequency Rated voltage Insulation class Type of Duty
50 Hz 415 V H S1
Version code
182
Motor - Technical
Power factor - 1/1 Load Motor efficiency - 1/1 Load Total moment of inertia Starts per hour max.
0.94 89.9 % 0.032 kg m² 30
Power factor - 3/4 Load Motor efficiency - 3/4 Load Starting current, direct starting
0.93 91.4 % 128 A
Power factor - 1/2 Load Motor efficiency - 1/2 Load Starting current, star-delta
0.88 92.1 % 42.7 A
Project Created by michael nguyen Last update 10/21/2020
Block Created on 10/21/2020
Page 23
NP 3153 SH 3~ 274 P. Di erformance curve FLYGT uty point a xylem brand Flow Head Skee ess ts ss Sess SRPRB Curves according to: Water, pure4 °C, 1 kg/dm?,1.569 mm?/s Head 61.2% 3 I x 8 totter tPF 274 176mm © iti > Pump efficiency Overall efficiency 274 Trem os Power input P1 274 176mm (P1) Shaft power P2 | 176mm (P2) NPSH-values 274 176mm TTT ot 0 2 4 6 8 10 #12 #414 «#16 «618 ©6200 «220 4 288 3 H__—(i 86 8B 4042S is] Curve: ISO 9906 Project Created by michael nguyen Last update 10/21/2020 Block Createdon 10/21/2020
Page 24
NP 3153 SH 3~ 274
Duty Analysis
Curves according to: Water, pure ,4 °C,1 kg/dm³,1.569 mm²/s
[m] Head
48
46
44
42
40
38
36
34
32
30
28
26
24
61.2%
22
20
18 61.2%
16
14 61.2%
12
61.2%
10
274 176mm
8 61.2% 45 Hz
6 40 Hz
4 35 Hz
30 Hz
2
0
0 4 8 12 16 20 24 28 32 36 40 [l/s]
Operating characteristics
Pumps / Flow Head Shaft power Flow Head Shaft power Hydr.eff. Specific NPSHre
Systems Energy
Project Created by michael nguyen Last update 10/21/2020
Block Created on 10/21/2020
Page 25
NP 3153 SH 3~ 274
Dimensional drawing
530
85 445
2" Guide bars
115
Min water level
240
DN80
895
400
280
Z
270
Z
90
15
70
965
Ref.Line 710
140 180
45°
180
140
100
200
180
60
Z-Z
Bolt Ø20(4x)
Outlet center line
250
Weight Pump Stand
kg
Discharge DN 80
220S cale
35 Date
NP,FP 3153 SH outlet
P ump outlet DN 80 1:20 200624
P ump inlet Drawing number Revision
S uction
inlet
6926300 8
Project Created by michael nguyen Last update 10/21/2020
Block Created on 10/21/2020
Page 26
Figure C1 – 2036 Post-development SPS-CRY020 pumped flow
Figure C2 – 2036 Post-development SPS-CRY020 Operational Storage
Table C1 – 2036 Gravity Sewer Depth Capacity Results
Capacity d/D
Percentage
ID Pre Post Increase (%)
Development Development
2558134 0.76 0.86 13
Page 27
APPENDIX D UNITYWATER’S SERVICE ADVICE NOTICE
Page 28
Head Office:
Ground Floor, 33 King Street
Caboolture QLD 4510
Mailing Address:
PO Box 953, Caboolture QLD 4510
1300 0 UNITY (1300 086 489)
www.unitywater.com
ABN: 89 791 717 472
Services Advice Notice
South-East Queensland Water (Distribution and Retail Restructuring) Act 2009
Notice Details
Development Application No: 2023022849
Street Address: 62 Lake Macdonald Drive, COOROY, QLD 4563.
Property Description: Lot 105 SP118458
Proposal: 100 Dwellings development on 1 into 3 subdivision
Local Government Area: Noosa Shire Council
Date of Issue: 15/05/2023
Assessment Officer: Don Jayasinghe
Responsible officer: Bruk Gebreselassie
This notice is provided in accordance with Section 99BRAC of the South-East Queensland
Water (Distribution and Retail Restructuring) Act 2009.
Please note that the Service Advice Notice is advisory only and does not represent
approval of the connection or any associated works. The Service Advice Notice is valid for
6 months from the date of this notice.
Application must be made to Unitywater for approval of the connection or associated works.
• Proposed development lot is located within Unitywater’s current water supply connections
area and outside future sewer connections area.
• Demand generated by this development exceeds the Unitywater’s planning assumptions
for the development lot/s. However, Unitywater may be amenable to approving water
supply and sewerage connections for the development if the demand of the proposed
development will not have a detrimental effect on any existing or future customers within
Unitywater’s water supply and sewerage connection and future connection areas.
• This will need to be demonstrated by the applicant via a network analysis by a competent
and suitably qualified consultant who can carry out such analysis. As a part of this analysis,
a viable sewer and water connection strategy will need to be produced.
• The water supply network analysis shall cover the DMA-COORO and the sewerage
analysis shall cover gravity mains from the connection point up to and including SPS-
CRY020.
Page 1 of 4
Unitywater is a statutory authority that provides water and sewerage services for the Unitywater has certification to
OH&S ISO 4801:2001 Reg No 4260
Moreton Bay, Sunshine Coast and Noosa Council areas. Environmental ISO 14001:2004 Reg No 4259
Quality Systems ISO 9001:2008 Reg No 4258
Revision No: 2 Effective Date: 19/02/2015 Next Review Date:19/02/2018
Page 29
• A free copy of Unitywater’s network models for this location is available to the developer
on request subject to conditions. Please contact Senior Engineer Network Modelling,
Mathy Jegan at [email protected]
Reconfiguration of a in to 3 subdivision
• The developer will be required to provide reticulated water supply to all 3 lots within the
subdivision and connection(s) to Unitywater’s existing water supply network. Water mains
shall be provided along the full frontage/s of the development site for each stage to ensure
future mains extension can occur without disturbing developed footpath and the need for
council approval for works in roads.
• The developer will be required to provide reticulated sewerage to all 3 lots within the
development, including a property connection to each lot and connection(s) to Unitywater’s
existing sewerage network.
Community housing within the subdivision
• Community housing within the subdivision will be required to provide;
o Metered water service to all units within the subdivided lot with a primary meter and
sub- meters in accordance with Queensland Plumbing and Wastewater Code 2010
– Part 4 and Unitywater’s sub metering policy.
o A single sewer connection to the community title lot from Unitywater’s existing
sewerage network and internal sewers with property connection to all units within
the development in accordance with SEQ design standards.
• The connection application shall accompany plans indicating,
o The location of any metered water connection/s and sewerage property connections
including offsets from boundaries and invert levels for new sewerage connections.
o Any proposed large diameter water connections (greater than Ø25mm), above
ground master meter assembly (This shall be located within the development
property boundary) and proposed sub-meter installations.
Fire Fighting Requirements (Commercial or Industrial and Units)
• Direct connection of pressure boosting pumps to Unitywater network is not favoured by
Unitywater. Sometimes the requests may be considered depending on the capacity,
condition and sufficient connectivity of the reticulation system in the area. If there is any
such proposal, details of the pumps (pump curves and design calculations) needs to
be submitted to Unitywater’s Development Services for approval prior to installation.
This request shall include a certification by the hydraulic consultant that the maximum
flow rate of the installed pumps will be no greater than Unitywater’s standards of service,
relevant for the site.
• Unitywater’s level of service towards firefighting capacity is guided by SEQ Design &
Construction Guidelines whereas the internal fire suppression systems of buildings shall
comply with the requirements of AS 2419.Therefore it is the responsibility of the developer
to design and install the necessary infrastructure such as pumps, break tanks etc, so that
the internal fire suppression system complies with the relevant standards.
Page 2 of 4
Unitywater is a statutory authority that provides water and sewerage services for the Unitywater has certification to
OH&S ISO 4801:2001 Reg No 4260
Moreton Bay, Sunshine Coast and Noosa Council areas. Environmental ISO 14001:2004 Reg No 4259
Quality Systems ISO 9001:2008 Reg No 4258
Revision No: 2 Effective Date: 19/02/2015 Next Review Date: 19/02/2018
Page 30
• The Usage of street hydrants as standalone firefighting facility to a building will be entirely
at the risk of the developer. Unitywater will not guarantee that the street hydrants will comply
with the requirements of AS 2419 or of QFES. This applies to dry hydrant systems too.
• It is strongly recommended that the developer submits an application for flow & pressure
information about the water mains that the development is getting connected to. This
information will provide details of the expected flow & pressure of Unitywater’s street
watermain in the vicinity of the development from a hydraulic model prediction. The
application can be downloaded from Unitywater’s web site
https://www.unitywater.com/faults-and-outages/water-supply-problems/water-pressure
(Form 8578)
• Unitywater, at its discretion, may change the operational regime of its water mains.
However, it won’t be changed below Unitywater’s minimum level of service towards street
hydrants. These values are shown in Table 1 below. For more details, please refer to the
latest version of SEQ Design & Construction Code.
Flow available Residual
from Unitywater Head in Water
Type of Use Main main (meters)
(Litres/second)
Residential dwellings of less than 3 storey 15 12
Commercial that is ancillary to residential use 15 12
Multi Storey residential greater than 3 storeys 30 12
Commercial and or Industrial 30 12
• Location of existing Unitywater infrastructure can be viewed at Unitywater’s website.
Precise details of infrastructure are available via Detailed Infrastructure Plan (DIP) on
application. Further information on this process is available at Unitywater website
http://www.unitywater.com/reference library.
• This proposal would require the applicant to apply to Unitywater for a ‘Staged or Other
Connection Application’ which includes application/s for ‘network works’. For further
information on this process refer to Unitywater’s website at http://unitywater.com/Building-
and-developing.
• For current information in relation to all Unitywater’s fees applicable to connection
applications and development related works please refer to Unitywater website at
https://www.unitywater.com/Building-and-developing/pricing-fees-and-charges.
• Should an approval for connection be provided by Unitywater, the developer will need to
apply to Unitywater for a Private Works Quote in relation to the cost for new metered water
supply service connections and live connections to existing water/sewer infrastructure by
Page 3 of 4
Unitywater is a statutory authority that provides water and sewerage services for the Unitywater has certification to
OH&S ISO 4801:2001 Reg No 4260
Moreton Bay, Sunshine Coast and Noosa Council areas. Environmental ISO 14001:2004 Reg No 4259
Quality Systems ISO 9001:2008 Reg No 4258
Revision No: 2 Effective Date: 19/02/2015 Next Review Date: 19/02/2018
Page 31
Unitywater. A copy of the connection approval and associated approved plans detailing the
new connections must accompany the private works quotation application. Please refer
Unitywater’s website at http://www.unitywater.com/private-works. for further details.
• It is the Applicant’s responsibility to ensure that it has all necessary consents and approvals
to carry out any connection related works in a publicly controlled place (e.g. Council, DTMR)
or property that is not owned or controlled by the Applicant prior to starting such works.
• All water supply and sewerage works must be designed and constructed in accordance with
the South-East Queensland Water Supply and Sewerage Design and Construction Code,
Unitywater’s Connections Administration Manual and any other matter Unitywater considers
to be relevant to the connection or supply of its water services or wastewater services.
• Easements will be required in accordance with the South-East Queensland Water Supply
and Sewerage Design and Construction Code over water/sewerage mains located in private
property boundaries.
• Payment of Levied Charges will be required in accordance with Unitywater’s Infrastructure
Charges for water supply and sewerage.
If you have any queries about the advice, please contact Unitywater at
[email protected] or by phone on 1300 086 489.
Yours sincerely,
Development Services
Unitywater
Page 4 of 4
Unitywater is a statutory authority that provides water and sewerage services for the Unitywater has certification to
OH&S ISO 4801:2001 Reg No 4260
Moreton Bay, Sunshine Coast and Noosa Council areas. Environmental ISO 14001:2004 Reg No 4259
Quality Systems ISO 9001:2008 Reg No 4258
Revision No: 2 Effective Date: 19/02/2015 Next Review Date: 19/02/2018