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Full text of sections 2 to 22 (of 34)
Section 2
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 20230025-SWMP01 Project number 20230025
File path C:\12dS\data\RecorSYN\20230025 Gympie Terrace Hotel Development_812\03
Engineering\02 CIV\02 Reports\20230025_Gympie Tce Hotel SWMP.docx
Client Gympie Terrace Pty Ltd
Client contact - Client reference -
Rev Date Revision details/status Author Reviewer Verifier Approver
(if required)
0 31/05/2023 Initial Version B. Parry M.Rahman B. Parry
1 30/05/2024 Updated site layout A.Broughton M.Poynter A.Broughto
n
Current revision 1
Approval
Author signature Approver
signature
Name A. Broughton Name A.Broughton
Title Title
recorconsulting.com
A 37 Mary St, Noosaville Qld 4566 E [email protected]
P +61 7 5211 1003
Section 3
Contents
Introduction..........................................................................................................................................5
Existing Site .........................................................................................................................................6
2.1. Existing Site Description ...................................................................................................................... 6
2.2. Existing Drainage Patterns .................................................................................................................. 6
Proposed Development ........................................................................................................................7
3.1. Stormwater Concept ............................................................................................................................ 7
3.2. Lawful Point of Discharge .................................................................................................................... 7
Flood Considerations ...........................................................................................................................8
4.1. Noosa River .......................................................................................................................................... 8
4.1. Tide Levels ........................................................................................................................................... 8
Stormwater Quality ..............................................................................................................................9
5.1. Operational Stormwater Quality Management ................................................................................... 9
5.2. Construction Stormwater Management ........................................................................................... 11
Stormwater Quantity ......................................................................................................................... 14
Conclusion ........................................................................................................................................ 15
Appendices
Appendix A
Site Survey and Detail (Max Watterson + Associates)
Appendix B
Proposed Development Floor Plan
Appendix C
Catchment Plans
Concept Drainage Plan
Appendix D
Bioretention Checklist
Appendix E
Atlan Basin Information
Project number 20230025
File 20230025_Gympie Tce Hotel SWMP, Revision 0 2023-05-31
recorconsulting.com
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Section 4
Project number 20230025 Page 4 of 22 File 20230025_Gympie Tce Hotel SWMP, 2023-05-31 Revision 0 P +61 7 5211 1003 A 75 Noosa Drive, Noosa Heads Qld 4567 E [email protected] recorconsulting.com
Section 5
INTRODUCTION
RECOR has been engaged to prepare a Stormwater Management Plan to accompany a development application for
a mixed use development located across three land parcels at 203 Gympie Terrace, Noosaville.
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.
This document has been prepared with consideration for the following specifications, guidelines, and reports:
• Noosa Plan 2020
• Water Sensitive Urban Design Technical Guidelines for Southeast Queensland
• State Planning Policy 2017
• Queensland Urban Drainage Manual (QUDM)
• International Erosion Control Association (IECA) Best Practice Erosion and Sediment Control document
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Section 6
EXISTING SITE
2.1. Existing Site Description
The site is located at 203 Gympie Terrace, Noosa and is described as Lot 2 on RP138699, Lot 1 on RP96277 and
Lot 2 on RP96277. The combined sites have a total area of 3760m². In its existing state, the majority of the site is
covered by roof, carpark and paved areas and is currently zoned as Tourist Accommodation under the Noosa Plan
2020.
A locality plan is presented in Figure 2-1
Lot 1
Lot 2 RP96277
RP138699
Lot 2
RP96277
Figure 2-1- Site Locality Plan (Source: Queensland Globe)
2.2. Existing Drainage Patterns
Surface runoff from the existing site drains as overland sheet flow towards the site frontages and ultimately enters
the stormwater pits constructed in kerb lines along Thomas Street to the west, Gympie Terrace to the north, and
Albert Street to the east. Lot 1 RP96277 was previously a service station and has an underground pipe network
collecting surface runoff from the existing driveways. This discharges to the existing gully pit in Albert Street.
Roofwater drainage from the existing buildings generally discharges to the existing kerb and channel via kerb
adapters at numerous locations.
There is an extensive existing underground pipe network across the site frontages. These networks all discharge
directly to Noosa River.
The existing land is generally flat with average slopes of approximately 1%. The drainage assessment has been based
on the site survey provided by Max Watterson + Associates, Plan General Site Levels at Lot 2 on RP138699 and Lots
1&2 on RP96277 (Ref: 15-3972AC) included as Appendix A.
A sketch plan showing the existing stormwater catchments is provided in Appendix B.
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Section 7
PROPOSED DEVELOPMENT
3.1. Stormwater Concept
An underground drainage system will be provided internally to the site to capture and convey runoff from the minor
storm event. Final sizing of the minor system will be undertaken as part of the detailed design in accordance with
the Queensland Urban Drainage Manual (QUDM) and AS3500.3. The minor system will be designed for the 10%
Average Exceedance Probability (AEP) storm event as required for central business and commercial.
The site will be graded to allow runoff from the major storm event to drain as overland flow to the existing kerb and
channel across the site frontages. The site will graded to allow runoff to discharge similar to existing conditions.
Stormwater quality will be managed through the following treatment measures.
• An Atlan Hydrochanel is proposed at the southwest corner of the site to collect and treat runoff from the
driveway area.
• An Atlan Basin is proposed at the northwest corner to treat runoff from the western roof area and pathways.
Atlan Basins are proposed due to space limitations in this part of the site. Atlan Stormsacks will also be
provided on grated inlet pits in this catchment to act as primary treatment prior to the Atlan Basin.
• A 30m² bio retention basin is proposed in the northeast corner of the site. The eastern half of the site
including runoff from roof areas, paths and carparking will be discharged to this basin.
Stormwater treatment devices will be installed as high as possible to avoid influence from tidal levels. It is anticipated
that the base of the bioretention basin and Atlan Basins will be above the Highest Astronomical Tide (HAT) Level.
Refer to Section 4.1 for further information on tide levels for the site.
A copy of the proposed ground floor plan of the development is attached in Appendix B.
Refer to Appendix C for the proposed development concept plans plan illustrating the stormwater layout described
above and relevant catchment plans. Other elements of the proposed stormwater system are described in the
following sections.
3.2. Lawful Point of Discharge
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.
As described in Section 2.2, the existing lawful point of discharge is Thomas Street, Gympie Terrace and Albert
Street. It is intended to maintain the existing lawful point of discharge for the development.
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Section 8
FLOOD CONSIDERATIONS
4.1. Noosa River
The subject site is located adjacent to the Noosa River. Noosa Shire Council Intramaps indicates that the site is
located above the current 1% AEP flood event, however Gympie Terrace and Thomas Street are subject to minor
inundation during this event. A copy of Council’s flood mapping layer is shown below in Figure 4-1. No impacts to
site access are envisioned as a result of this.
Flood Inundation Zone
Figure 4-1 – Flood hazard Overlay Map (Noosa Shire Council Intramaps, 2022)
Council has previously advised that a minimum finished floor level of RL 2.7m AHD is required for the site to
provide flood immunity for future climate change and increased flooding associated with storm tides and sea level
rises. The site currently has an average elevation of around 1.7m AHD. Therefore, the site will need to be filled by
approximately 1m to achieve climate change requirements.
4.1. Tide Levels
The current tide levels have been obtained from Maritime Safety Queensland. The closest tide / port location
available is Munna Point which is approximately 500m downstream of the site. The current HAT level for Munna
Point is RL 0.654m AHD.
The invert levels of Council’s existing drainage network at the site varies from around RL 0.54m to 0.94m AHD.
Some of Council’s existing network is below the current HAT level.
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Section 9
STORMWATER QUALITY
5.1. Operational Stormwater Quality Management
5.1.1 Water Quality Objectives and Requirements
As the proposed development site is greater than 2,500m2 in area, the development will be required to meet water
quality design objectives outlined in the State Planning Policy (2017) and Council’s Water Quality and Drainage Code
(2020). The proposed development site will be required to achieve the following design objectives for operational
stormwater quality.
Table 5-1 - Operational Water Quality Objectives
Pollutant Percentage Reduction Target (%)
Total Suspended Solids (kg/yr) 80
Total Phosphorus (kg/yr) 60
Total Nitrogen (kg/yr) 45
Gross Pollutants (kg/yr) 90
5.1.2 Water Quality Modelling
Details of the proposed treatment train are provided in Section 3.1 above and shown on preliminary drawings
attached in Appendix C. Further details of the proposed devices and preliminary sizing are provided below.
5.1.3 Bioretention Basin
Table B in Appendix 2 of the State Planning Policy (2017) states that “In lieu of modelling, the default bio-retention
treatment area to comply with load reduction targets for all Queensland regions is 1.5 per cent of the contributing
catchment area”. MUSIC modelling has not been undertaken for sizing of the proposed bioretention basin. The
proposed bioretention basin has been sized at 1.5% of the contributing catchment area in lieu of MUSIC
modelling.
It is proposed to provide a bioretention basin design for this project generally in accordance with the following
typical section.
Figure 5-1 -Typical Cross Section of a Bioretention Basin
The bioretention basins will be designed in accordance with Water By Design’s Bioretention Technical Design
Guidelines (2014). Planting will be provided in accordance with Council’s requirements.
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Section 10
5.1.4 Atlan Basin
The Atlan Basin is an advanced prefabricated, compact and self-contained stormwater treatment system that
provides similar treatment to a bioretention area.
Preliminary sizing was requested from Atlan for the proposed Atlan Basin. Atlan undertake their own in-house
MUSIC modelling and provide recommended sizing for their products to meet the required water quality
objectives. Attached in Appendix E is a drawing of the recommended unit. Below is a typical detail of the
proposed unit.
Figure 5-2 -Atlan Basin Typical Detail
Atlan have recommended that their Stormsack product is installed to all inlet pits upstream of the Atlan Basin to
collect Gross Pollutants at source.
The Atlan Basin is a SQIDEP certified device having treatment efficiency that meets the SPP water quality objectives.
Below is output provided by Atlan from their MUSIC model for this particular site. The modelling indicates that the
proposed unit meets the water quality objectives for the site.
5.1.5 Atlan Hydrochannel
The Hydrochannel is an insert that can be placed inside a channel grated drain of 300mm wide, and at least
450mm deep. It is designed for areas that would benefit from at source stormwater treatment, which would
otherwise be bypassed. This allows stormwater from high traffic areas (car parks and roads), industrial areas and
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Section 11
metal roofs to be cleaned at site level, and then discharged locally.
The Atlan Hydrochannel is a SQIDEP certified device having treatment efficiency as shown in Table 5-2.
Table 5-2- Tested Treatment Efficiencies
Pollutant Efficiency (%)
Total Suspended Solids (kg/yr) 88
Total Phosphorus (kg/yr) 69
Total Nitrogen (kg/yr) 67
Gross Pollutants (kg/yr) 100
The hydrochannel is proposed to capture and treat runoff from the driveway area. A surface solution is required in
this location due to limited cover and depth to invert of existing downstream drainage pipes.
5.1.6 Maintenance Requirements
Periodic maintenance and monitoring of stormwater infrastructure proposed for this development should be
carried out to ensure they are operating effectively during the post-construction phase. After the on-maintenance
period, the responsibility for these maintenance activities shall be the body corporate for the site who may appoint
a suitably qualified maintenance contractor or caretaker to undertake these activities.
The field inlet grates, pits and underground pipes shall be inspected for blockage or damage at least 6 monthly or
after significant rainfall event. Any blockages shall be cleared from the system, and damage assessed to determine
if it impacts on the function of the system or may pose a hazard that will require repair.
The bioretention areas shall be maintained following a schedule of routine inspections undertaken after every
significant rainfall event (30mm of rainfall in a 24-hour period) or on a three (3) monthly basis within the first twelve
(12) months and on a six (6) monthly basis thereafter. The inspection shall ensure the proper functioning and
condition of the bioretention area and ensure that the planting and vegetation health is suitably maintained.
Maintenance shall be undertaken in accordance with the inspection checklist from the Healthy Waterways
Technical Design Guidelines for Southeast Queensland. A copy of the maintenance checklist is provided in
Appendix D.
In addition to regular inspections, the first 4 months of establishment of the bioretention areas requires a watering
frequency of:
i. Week 1 - 6 - 5 times per week
ii. Week 6-10 – 3 times per week
iii. Week 11-15 – 2 times per week
After 5 months, watering frequency shall be adjusted based on the local conditions to ensure plants are
maintained in a healthy state.
All proprietary devices are to be maintained in accordance with the manufacturer’s specifications.
5.2. Construction Stormwater Management
5.2.1 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
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Section 12
should be implemented on the development to ensure negative impacts to the downstream receiving environment
are mitigated. The erosion and sediment control strategy should be based on the following key principles:
• Minimise the disturbed area – The clearing of land should be limited to areas actively under construction or
those that will be in the near future (3 to 6 months)
• Stabilised disturbed areas – Once an area is no longer actively under construction, the exposed surfaces are
to be stabilised through means such as control matting, grass seeding or turfing. Both temporary and
permanent stabilisation need to be considered.
• Protection of channels – where water is concentrated through channels, drains or other flow paths these
areas should be stabilised (e.g. check dams to limit velocity, geotextiles to limit erosion, concrete lining, etc.)
with either temporary or permanent solutions.
• Divert upstream flows – clean run-off from upstream areas is to be diverted around disturbed areas to prevent
contamination of the clean water and minimise loss of exposed soils from the site. Catch drains, swales or
sand bag berms may provide suitable diversion barriers.
• Maintenance – Regular inspections shall be carried out on all erosion and sediment controls, and where
damage has been identified, or capacity of the device falls below 75%, prompt rectification of the defect
shall be carried out to ensure the continued functioning of the controls.
As the area being developed exceeds 2,500m², the development’s construction will be required to achieve the
sediment control targets to treat 80% of the average annual run-off volume of the contributing catchment as outlined
of Appendix 2 of the SPP (DERM, July 2017), shown below in Figure 5-3.
Figure 5-3 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 for the development. Suitable erosion and sediment controls for the site may include:
1. Provision of an on-site sedimentation basin to reduce sediment concentrations from site before being
discharged into the downstream system.
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Section 13
2. Sediment fencing along downstream of the work areas within the site to prevent sediment from leaving the
construction area.
3. 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.
4. Ensuring any stockpiles and construction materials are located clear of overland flow paths and contained
using sediment fencing downstream of these areas with upstream diversion berms to protect the stockpile.
5. Diversion of upstream catchments around any exposed areas through the use of turfed catch drains or
similar.
5.2.2 Erosion and Sediment Control Monitoring
The control measures described above must be maintained in an effective operational condition during the
construction works. Regular inspections should be carried out by the contractor and any defects in erosion and
sediment control devices specified for the site are to be remedied as soon as practicable. Any damage to either
temporary or permanent water quality control structures is to be immediately rectified at the contractor’s expense.
The inspection of the ESC devices is to be carried out as follows:
1. Routine Inspection – is to be carried out daily while work is being carried out on site, or weekly
while works are not being carried out.
2. Preventative inspection – to be carried out a maximum of 24 hours before rain is forecast.
3. Reactive inspection – to be carried out within 18 hours of a rainfall event sufficient to mobilise
surface sediment on the site.
Documentation of these defects is to be carried out, recording the date the defect was identified, a description of
the defect, the cause of the defect and measures that can be implemented to reduce the likelihood of the defect
occurring in the future. Once the device has been repaired, the date of repair and the solution implemented
should also be recorded in the documentation. A record of all inspections and maintenance carried out on the
erosion and sediment control devices is to be maintained on site all times during construction.
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Section 14
STORMWATER QUANTITY
The existing site is developed and has a percentage impervious of around 95%. The estimated time of concentration
for the existing site is 5 mins due to the high percentage of roof areas and pipes connected directly to the existing
drainage network.
The proposed development will not result in an increase to the total impervious area of the site or reduction in the
time of concentration. Therefore, it is estimated that there will be no increase in stormwater runoff from the site due
to the development.
As there is no increase in stormwater runoff from the site, on site detention is not required for the development.
Furthermore, on site detention would provide limited benefit given the site is at the bottom of the catchment and
adjacent to Noosa River.
The site has been modelled using the DRAINS software to assess the peak flow hydrology of the site. The existing
condition has only been modelled to provide an indication of stormwater flow from the site.
An ILSAX model has been used to assess the proposed development against the ensemble of storm temporal
patterns for the East Coast North region. The models have been run using the ensemble of storm events for durations
from 5 minutes to 3 hours to determine the critical storm duration and the mean peak flowrate from the storms. The
temporal patterns have been imported from the ARR Datahub, and rainfall intensities have been imported from the
Bureau of Meteorology IFD rainfall data for the location.
A summary of estimated flows are provided in Table 6-1 below.
Table 6-1 Existing Peak Discharge from Site
Q (m³/s)
AEP
1/EX1 1/EX2 2/EX2
4EY 0.036 0.020 0.021
0.5EY 0.077 0.042 0.046
10% 0.115 0.062 0.068
5% 0.133 0.071 0.079
2% 0.156 0.083 0.092
1% 0.174 0.092 0.103
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Section 15
CONCLUSION
This Stormwater Management Plan has outlined how the stormwater run-off from the site is to be managed to comply
with the relevant standard requirements to minimise any adverse impacts to the downstream environment.
• The development proposes to discharge run-off to the existing drainage network and kerb and channel
downstream of the site in a similar manner to existing conditions.
• There is no increase in estimated stormwater flows from the site. On site detention is not proposed for the
development.
• It is proposed to provide 30m2 of Bioretention in the north eastern corner of the site. Stormwater runoff from
the eastern half of the site will discharge to this basin prior to discharge to the existing stormwater gully pit
in Albert Street. The bioretention basin has been sized at 1.5% of the contributing catchment area.
• It is proposed to provide an Atlan Basin and Stormsacks in the north western corner of the site to treat runoff
prior to discharge to the existing gully pit in Gympie Terrace.
• An Atlan Hydrochannel is proposed in the southern western corner of the site to treat runoff from the
driveway area.
• During construction, erosion, and sediment control measures in accordance with best practice standards are
to be implemented to minimise potential contaminants impacting the downstream receiving environment.
An erosion and sediment control plan shall be developed by the contractor prior to any works commencing
on the proposed development.
• The proposed development is able to be effectively managed to ensure that stormwater is captured and
conveyed through the site utilised apt proposed retention systems, without causing nuisance flows to
adjacent or downstream properties, and in conjunction with contribution charges towards a future treatment
area, the development is able to satisfy the Noosa Shire Council requirements for stormwater quality and
quantity.
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Section 16
Appendix A Site Survey and Detail (Max Watterson + Associates) Project number 20230025 Page 16 of 22 File 20230025_Gympie Tce Hotel SWMP, 2023-05-31 Revision 0 P +61 7 5211 1003 A 75 Noosa Drive, Noosa Heads Qld 4567 E [email protected] recorconsulting.com
Section 17
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MAX WATTERSON
ASSOCIATES
12 Maple Street
PO Box 639
Cooroy Qld 4563
Ph. (07) 54426121
Fax. (07) 54425125
Email. [email protected]
nt:
GYMPIE TERRACE
PTY LTD.
32
36 40 44
Project:
PLAN GENERAL SITE
LEVELS AT LOT 2 ON
RP138699 AND LOTS
LOTS 1 & 2 ON
RP96277.
LOCAL GOVT: NOOSA S.C.
LOCALITY: NOOSAVILLE
Scale: 1:400 Plan 1 of 1
Datum: AHD Date: 18-04-2021
on ae” | Rep
Cont.Int: 15-3972AC
NOTE:
This plan has been prepared for building
design purposes only.
Underground services not located except
where evident on surface.
Section 18
Appendix B Proposed Development Floor Plan Project number 20230025 Page 17 of 22 File 20230025_Gympie Tce Hotel SWMP, 2023-05-31 Revision 0 P +61 7 5211 1003 A 75 Noosa Drive, Noosa Heads Qld 4567 E [email protected] recorconsulting.com
Section 19
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1,587
32 m2
IDE CROSS VENTILATION
VIEWS W H
m AT
FILTERED THROUGH NEW 2.5 OTP &
FO :20
STREET
NATURALLY
TREES & LANDSCAPE
M P1 03
RA VENTILATED
CIRCULATION SPACES
19,075
1.5m WIDE
FOOTPATH
O/D
0 DINING
BIKES 1:2
M/BIKES 7X
E
AN MP 71 m2
ALBERT
L 4X RA SCREEN
E 1.49
BIK 1.54
209 m2
1,550
4 m2
STAIR
LIFT
13 m2 15 m2
RES
I
3,525
RL 2.700 T1 2,700 ENTRY
1.38
TOTAL
H
M/BIKES 5X
182 m2
D
D1 D BIO-RETENTION
95 m2 BASIN
O/D LIFT
KIT/ 21 m2 31 m2
NEW DINING
7,600
STORE 1.58
PEDESTRIAN 57 m2 30 m2 LIFT
PATH KIT/ STORE
T2 KIT/ STORE 43 m2
LIFTED GROUND PLANE (RL 2.700) TOTAL 73 m2 02
OFFICE
MGR
FOR FLOOD RESILIENCE 182 m2 G
EOT & STAFF 8 m2 92 m2
RL 2.700 AMENITIES 28 m2
7,500
18 m2
COMMON AMENITIES 70 m2
SERVICES
EXISTING STREET
LANDSCAPING
01
STREET
FIRE F
CROSSOVER
T3 RAMP STAIR
7,000
F
7,800
1:6 1,579
23 m2 TOTAL RAMP
KIT/ 5X 2,110 1:20
85 m2 STORE BIN ROOM ES
E PARENTS M/
BIK 1,763
34 m2
PWD 1,843
X
S3
THOMAS
R 1,994
M V CA
1.72 O/D SR D SUB-
2,700 1.40
D DINING LO
A RAMP
2,192
STATION
D 1:20
MP PW RL 2.7
RAMP 1:20
E
RA :6 2,331 FIR IR 5.7x7.4
1 A
T4 ST
C TOTAL
3X
RAMP 1:20
RS
STAIR
21 m2 85 m2
FIRE
KIT/
1.42
STORE
CA
2,420 2,700
GE
34 m2 BIKES
AR
10X CH
B EV LANDSCAPE SCREENING
1.72 RAMP 1:14 RAMP 1:20 X
S6
2,014
R 5,100
RAMP 1:14 BIN STORE RAMP CA
8,440
1:10
A HYDRANT MRV LOAD 1,928
& PUMP & WASTE
13,460
1.80
CROSSOVER
7,055
SHARED EASEMENT
EXISTING GRADE
C
A
B
6,000
Title Scale Date Job Number
MIXED USE DEVELOPMENT GROUND PLAN 1:400@A3 29/04/2024 1329.22
Drawn Stage Drawing No. Issue
t 617 3252 0949 f 617 3252 2636 e [email protected] AC DA 1004 2
203 & 207 GYMPIE TERRACE, NOOSAVILLE NOT FOR CONSTRUCTION C COPYRIGHT
GYMPIE TERRACE NOOSAVILLE PTY LTD ABN 94 109 752 310
GSPublisherVersion 323.86.86.100
Section 20
Appendix C Catchment Plans Concept Drainage Plan Project number 20230025 Page 18 of 22 File 20230025_Gympie Tce Hotel SWMP, 2023-05-31 Revision 0 P +61 7 5211 1003 A 75 Noosa Drive, Noosa Heads Qld 4567 E [email protected] recorconsulting.com
Section 21
dD
dD
dD
EXISTING PIT TO BE DEMOLISHED
AND NEW GULLY INLET TO BE
dD
CONSTRUCTED OVER EXISTING
STORMWATER PIPE BM: Nail in Kerb
dD
dD
PROPOSED BIKE LANE
dD
RL: 1.51 PROPOSED MODIFIED KERB RAMP IN
PP ACCORDANCE WITH IPWEA STANDARD
E M
dW DRAWING RS-090 AND TO SUIT
EXISTING KERB EXISTING INVERT OF KERB LEVELS
dD
E E
dD
dD
AND CHANNEL TO M
64
E dW
1.
BE REMOVED E
E
M
CE
dW E
dD
E PP
dD
A
dD
RR
E M
dW
TE E
E
IE
dD
WM
P E d
dD
YM
EXISTING TELSTRA PIT TO BE RAISED
dD
/ LOWERED TO MATCH NEATLY WITH E
E
PROPOSED FINISHED SURFACE LEVEL G E dW
M
dD
E
E
M
dD
dW
dD
E
65
EXISTING FIRE HYDRANT
1.
dD
E M EXISTING KERB AND
TO BE LOWERED / RAISED
E
dW WM CHANNEL TO BE REMOVED
0
E
7
dT / / / / / / / / / / /
1.
dD
U
FH
/
/
dD
EXISTING POWER POLE E WM
/
/
d
E
TO BE RELOCATED DEMOLISH EXISTING GULLY INLET AND
dD dT
/
/
U
E CONSTRUCT NEW GULLY INLET OVER
PP
/
dD
/
PROPOSED FOOTPATH RAMP M dD dD
dW EXISTING STORMWATER PIPE IN
/
/
AT 5.0% MAXIMUM GRADE E /
E
dD
dT /
ACCORDANCE WITH NOOSA COUNCIL
/
U
dD
/ / / / / / / / /
/
E M STANDARD DRAWING RS-080
/
dD
PROPOSED KERB AND CHANNEL dW dS
/
/
dT
E
E
TYPE B1 AS PER NOOSA SHIRE
/
E
U
/
STANDARD DRAWING RS-080 BUILDING
PP
/
E M
dS
/
dW
dD
/
FFL 2.70
dD
dT
/
U /
E
dD
PROPOSED ATLAN BASIN
E
/
/
M dS
dW
/
E
/
dT /
U
/
/
EXISTING STORMWATER PIT TO BE E
/
dS
E
M
dD
/
dD
/
dW
dD
DEMOLISHED AND CONSTRUCT NEW
dT
E
/
/
U
PROPOSED BIORETENTION BASIN
/ / / / / / / / / / /
KERB INLET PIT OVER EXISTING PIPE
/
Section 22
/
dS
/
/ / /
/
E
WM
E
d
/
dT
/
/
/
/
BM: Nail in Kerb
/
U / / /
E
/
66
/
/
/
dD
RL: 1.775 dS
/ / / / / / /
/
dD
/
dD
1.
/
WM
/
E
/
/
dT
EXISTING TELSTRA PIT TO BE RAISED d
V dD
E
/
/ /
/
U
2
/ LOWERED TO MATCH NEATLY WITH E dS PROPOSED 1.5m WIDE FOOTPATH AS
/
6
/
1.
dD
PROPOSED FINISHED SURFACE LEVEL dD
/
PER NOOSA SHIRE COUNCIL RS-065
/
/ / / / / / / / / / /
V
/ / /
E
V
FH
/
/
E
dD
dD
/
dS
dD
63
/
EXISTING WATER VALVES TO BE
/
E
/
68
/
1.
/
dD / / / / / / / / / / /
dWM
RAISED / LOWERED TO MATCH NEATLY
/
/
1.
/
/
/
/
/
/
WITH PROPOSED FINISHED SURFACE E
/
dS
/
/
dTU
E
/
dD
/
/
/
LEVEL
/
/
/
E
/
/
/
/
/
dD
/
/
dD
dS
/
/
/
/
NOTE:
/
E
/
PP
/ / / /
E
/
EJ
/
/
/
dWM
E
/
EXCEPT WHERE NOTED ON PLAN AND ASSOCIATED DESIGN DRAWINGS,
46
/
dS
/
/
BUILDING
dD
1.
dTU
/
ALL IN-GROUND SERVICES WITHIN THE PROPERTY BOUNDARY INCLUDING
/
/ /
EXISTING POWER POLE TO BE
/
/
E
FFL 2.70
E
/
/
dD
RELOCATED BUT NOT LIMITED TO: STORMWATER DRAINAGE, SEWERAGE, WATER, GAS,
/
/
dD
dS
/
E
/
ALBERT ST
/
/
BUILDING / / ELECTRICAL AND COMMUNICATIONS TO BE SAFELY BE DISCONNECTED,
/
/
/
REMOVED FROM SITE AND CAPPED OFF AT SITE BOUNDARY. CONTRACTOR
dTU
E PROPOSED 2.5m WIDE FOOTPATH AS
/
FFL 2.70
/
dWM
dS
E
/
dD
/ / / /
TO ARRANGE ALL NECESSARY APPLICATIONS AND PERMITS WITH THE
/
/
PER NOOSA SHIRE COUNCIL RS-065 / / / / / / /
/
dTU
/
RELEVANT AUTHORITIES. SERVICES TO BE CAPPED IN ACCORDANCE WITH
/
/
dD
/
/
/
/
dD
/ / / /
MH RELEVANT SERVICE PROVIDER SPECIFICATIONS AND STANDARD DETAILS
/
/
/
/
/
The text continues on section 23.