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Log in to see the plans as drawnSTORMWATER MANAGEMENT PLAN
PROPOSED MEDICAL CENTRE
36-40 HOFMANN DRIVE NOOSAVILLE
Prepared By:
MPN CONSULTING PTY LTD
Level 5
39 Sherwood Road
Toowong
Queensland
4066 Australia
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Page 2
15 May 2019 REVISION STATUS MPN Reference No: 7700 Mm O M consulting Client: Ribarja Property Site Address: 36-40 Hofmann Drive, Noosaville Report Title: Stormwater Management Plan DOCUMENT CONTROL Version | Date Author Reviewer Approved RPEQ DRAFT} 26/07/2018 | Lachlan Stephenson | Matthew Hendle Lachlan Stephenson | 16903 IssueA | 23/08/2018 | Lachlan Stephenson | Matthew Hendle Lachlan Stephenson | 16903 IssueB_ | 31/10/2018 | Matthew Hendle Lachlan Stephenson | Lachlan Stephenson | 16903 IssueC | 15/05/2019 | Matthew Hendle Lachlan Stephenson oe 16903 ss /05/: jatthew Hen achlan Step LS Excellence with Economy in Engineering
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EXECUTIVE SUMMARY
This report has been commissioned by Ribarja Property to support the Development Application for the
proposed medical centre development on land located at Hofmann Drive, Noosaville.
This report addresses the following Engineering aspects of the proposed development:
Topography
Flooding
Stormwater Quality Management
Stormwater Quantity Management.
Issue C of this report has been prepared to address the Request for Further information from Noosa
Council dated 28 February 2019.
Additional information in relation to the proposed stormwater treatment devices has been provided as
part of this report and within the response letter.
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Table of Contents
EXECUTIVE SUMMARY 2
1 PURPOSE 5
2 INTRODUCTION 5
2.1 Project Description 5
3 SITE CHARACTERISTICS 7
3.1 Site location 7
3.2 Topography and Existing Site Drainage 8
4 SITE DATA 8
5 STORMWATER 9
5.1 Flooding 9
5.2 Site Based Stormwater Management Plan 9
5.3 Operational Phase 9
5.3.1 Proposed Site Drainage 9
5.3.2 Stormwater Quantity Management Strategy 10
5.3.3 Stormwater Quality Management Strategy 10
5.4 Proposed Stormwater Quality Treatment Devices 14
5.4.1 Locations 14
5.4.2 Device and Size 14
5.4.3 Operation 14
5.4.4 Maintenance 15
5.5 Construction Phase (Sediment and Erosion Control) 15
5.5.1 Intent of Erosion and Sediment Control Management Plan 15
5.5.2 Implementation Strategy 15
5.5.3 Erosion and Sediment Control Measures 15
5.5.4 Erosion Sediment Control Management Goals 16
5.5.5 Erosion and Sediment Control Implementation Program 16
5.5.6 Responsible Person Or Organisation 17
5.5.7 Reporting / Review 17
5.5.8 Corrective Actions 17
6 CONCLUSION 17
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7 LIMITATIONS OF REPORT 18
Table of Figures
FIGURE 1 – PROPOSED DEVELOPMENT 6
FIGURE 2 – SITE LOCATION 7
FIGURE 3 – TREATMENT PLAN 13
Table of Figures
TABLE 1 – EXISTING AND DEVELOPED PEAK FLOWS 10
TABLE 2 – MUSIC RAINFALL RUNOFF PARAMETERS (COMMERCIAL) 11
TABLE 2 – POLLUTANT EXPORT PARAMETERS (COMMERCIAL) 12
TABLE 4 – WATER QUALITY OBJECTIVES 12
Table of Appendices
APPENDIX 1 ARCHITECTURAL PLANS 19
APPENDIX 2 SITE SURVEY 20
APPENDIX 3 MPN PLANS 21
APPENDIX 4 STORMWATER 360 OPERATIONS AND MAINTENANCE
MANUAL AND GENERAL ARRANGEMENT PLANS 22
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15 May 2019 1 PURPOSE This Stormwater Management Plan has been prepared as part of the Development Application for the proposed medical centre on land located at Hofmann Drive Noosaville. 2 INTRODUCTION 2.1 Project Description The medical centre will be constructed on currently vacant land and will consist of a free standing building with open space fronting Hofmann Drive and an on-grade carpark to the rear of the lot. The building will also have basement car parking and the associated service areas. Access to the site will be via a combined access easement in favour of the neighbouring properties which provides access to Hofmann Drive and Rene Street. The proposed Plan of Development is depicted on the architectural plans prepared by Thomson Adsett Architects attached in Appendix 1, with excerpt below. Excellence with Economy in Engineering 5 l:\7000-7999\7700-7799\7700\reports\15-05-19 stormwater management plan_issue c.docx
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Figure 1 – Proposed Development
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3 SITE CHARACTERISTICS
3.1 Site location
The site is located at 36 - 40 Hofmann Drive Noosaville and is formally described as Lot 6 & 7 on
SP264847.
The site is bounded by Hofmann Drive to the East, open development land to the North, and
Industrial/Commercial developments to the South and West.
Figure 2 – Site Location
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3.2 Topography and Existing Site Drainage
The site is clear of vegetation and can be described as vacant grassland.
A concrete access driveway within an easement runs from Hofmann Drive through the developed lots to
the South and connects back to Rene Street.
The driveway is considered the sites access point.
The site generally slopes from the North Western corner of the site towards the Eastern corner of the
site and the intersection of Hofmann Drive and Rene Street.
Stormwater runoff from the existing site sheet flows across to stormwater pits constructed as part of
the Masterplan subdivision.
A copy of a survey plan for the site prepared by Downes Group is attached in Appendix 2
4 SITE DATA
Site data has been obtained from the following sources of information:
Survey Data
Noosa Shire Council
Satellite imagery
Relevant reports
Dial Before You Dig (DBYD).
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5 STORMWATER
5.1 Flooding
Based on Noosa Shire Council flood mapping, the site is not subject to flooding from any sources.
5.2 Site Based Stormwater Management Plan
The aim of the Stormwater Management Plan outlined below is to:
Prevent or minimise adverse social or environmental impacts from stormwater runoff
originating from the proposed development.
Achieve acceptable levels of stormwater runoff quality and quantity.
The Stormwater Management Plan aims to identify Stormwater Quantity and Quality Best
Management Practice for the site and demonstrate that water quantity and quality impacts will be
minimised in receiving waters.
The Stormwater Management Plan outlines the site in two sections, the operational phase and the
construction phase. The operational phase addresses treatment of contaminated runoff from the
developed site by mechanical methods before discharging into receiving waters whilst the construction
phase of the Stormwater Management Plan addresses erosion and sediment control to prevent
contamination of water sources by stormwater runoff during construction of the site.
5.3 Operational Phase
5.3.1 Proposed Site Drainage
Stormwater runoff from the proposed development will be collected and conveyed via new stormwater
pit and pipe network to a combined detention/treatment tank located at the South Eastern corner of the
new building. Overflow and treated water from the tank will discharge by way of new piped connection
to the stormwater infrastructure constructed as part of the masterplan ROL development.
The new building and carparks will be constructed over a basement car park. The stormwater from the
roof and the on-grade carpark will be directed to the new detention and treatment tank, suspended
from the basement roof slab.
Runoff from the landscaped areas at the front of the site will collected by a new pit and pipe system for
discharge to the new detention and treatment tank.
The basement will not be subject to direct rainfall runoff as the basement entries are covered by roof
areas and ramps.
It is proposed to construct a sump and pump for the basement subsurface drainage and any stormwater
that may track in off cars parked within the basement. This system will not be required to cater for
direct rainfall or stormwater runoff. Current geotechnical testing notes that no groundwater was
present to a depth of 4m below surface level, however it is noted that groundwater is subject to seasonal
fluctuations.
Due to the levels of the basement it is envisaged that the basement subsoil drainage may require
treatment to neutralise the acidic prior to discharge from the site to the sensitive downstream receivers.
Levels of treatment will be determined in accordance with the site specific acid sulfate soils
management plan to ensure levels of acidity are consistent with the downstream environment. It is
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noted that the downstream environment is slightly acidic and as such treatment of any groundwater is
likely to be minimal.
Stormwater discharged from site will also be consistent with that which is currently collected on site and
discharged into the downstream system. A detention system will be installed to ensure that peak runoff
from the site doesn’t exceed the current volumes discharged from the currently undeveloped site.
Stormwater treatment will be implemented to remove sediments, nutrients, gross pollutants and
hydrocarbons in accordance with the requirements of Noosa council and the state planning policy.
The proposed conceptual stormwater drainage layout is depicted on MPN Plan 7700-DA.01 attached in
Appendix 3.
5.3.2 Stormwater Quantity Management Strategy
For the management of stormwater quantity for the proposed development, the DRAINs computer
model was used to calculate the stormwater runoff quantity for the existing site and developed site
conditions. Runoff flows for the Average Recurrence Intervals of 2, 5, 10, 20, 50 and 100 years and
durations of 5 minutes to 120 minutes were calculated to ensure that peak runoff flows from the
proposed site with detention would not exceed peak runoff flows from the existing site.
Stormwater runoff from the proposed development will be detained in a detention tank located at the
main entry to the new building. The detention system is fully contained within the developable areas of
the site.
Stormwater events varying from 5 minutes to 120 minutes were analysed with results for the peak
storm flows shown in Table 1 below.
Existing Discharge Proposed Discharge
ARI Year
From Site (m3/sec) From Site (m3/sec)
2 0.196 0.195
5 0.271 0.254
10 0.310 0.296
20 0.359 0.349
50 0.390 0.386
100 0.435 0.435
Table 1 – Existing and Developed Peak Flows
The proposed detention tank has a volume of 155m3.
5.3.3 Stormwater Quality Management Strategy
In order to satisfy the requirements of the State Planning Policy July 2017 for the adequate treatment
of stormwater runoff, mechanical treatment solutions have been provided to remove hydrocarbons,
suspended solids and nutrients prior to being discharged from site.
5.3.3.1 Potential Pollutants Generated
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The pollutants that could be potentially generated as a result of the development use are as follows:
Litter
Sediment
Nutrients (Nitrogen and Phosphorous)
Hydrocarbons (oils and grease)
Surfactants
Pathogens/Faecal Coliforms (bacteria and viruses)
The MUSIC computer modelling program developed by the Co-operative Research Centre for
Catchment Hydrology was used to predict the performance of the proposed stormwater treatment
train.
At this stage the pollutants modelled in MUSIC are Total Suspended Solids (TSS), Total Phosphorous
(TP) and Total Nitrogen (TN).
5.3.3.2 Rainfall
The rainfall data used in the model was based on the Bureau of Meteorology data from rainfall station
40059 Cooroy Composite. The model was run for a 10-year period from 1 January 1973 to 31
December 1983. The modelling time step was 6 minutes.
5.3.3.3 Rainfall Runoff Properties
In accordance with the recommendations of Water By Design’s MUSIC Modelling Guidelines for South
East Queensland rainfall runoff properties for commercial areas have been used.
These are listed in Table 2 below.
.
Parameter Value
Rainfall Threshold (mm) 1
Soil Storage Capacity (mm) 18
Initial Storage (% of capacity) 10
Field Capacity (mm) 80
Infiltration Capacity Co-efficient a 243
Infiltration Capacity Co-efficient b 0.6
Initial Depth (mm) 50
Daily Recharge Rate (%) 0
Daily Base Flow Rate (%) 31
Deep Seepage (%) 0
Table 2 – MUSIC Rainfall Runoff Parameters (Commercial)
5.3.3.4 Pollutant Export Parameters
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Specific Pollutant Export Parameters must be applied to each node type as cited in the Water By Design
MUSIC Modelling Guidelines. The values shown in Table 3 are for split catchment commercial areas.
Runoff pollutant concentrations are generated stochastically from the defined mean and standard
deviation.
Land Use – Commercial Log10 TSS (mg/L) Log10 TP (mg/L) Log10 TN (mg/L)
Storm Storm Storm
Base Flow Base Flow Base Flow
Flow Flow Flow
Roof Mean 0 1.30 0 -0.89 0 0.37
Std. Dev. 0 0.38 0 0.34 0 0.34
Roads Mean 0.78 2.43 -0.6 -0.30 0.32 0.37
Std. Dev. 0.39 0.38 0.5 0.34 0.30 0.34
Ground Mean 0.78 2.16 -0.6 -0.39 0.32 0.37
Level/Open
Space Std. Dev. 0.39 0.38 0.5 0.34 0.30 0.34
Table 3 – Pollutant Export Parameters (Commercial)
5.3.3.5 Water Quality Objectives
The Water Quality Objectives of the receiving waters for the proposed development have been
obtained from State Planning Policy July 2017. The State Planning Policy load reduction targets are
summarised in Table 4 below.
WATER QUALITY OBJECTIVES
Total Suspended Total Litter/Gross
Total Nitrogen
Solids (TSS) % Phosphorous (TP) Pollutants % Oils/Grease
(TN) % Reduction
Reduction % Reduction Reduction
No visible films or
80 45 60 90
odours
Table 4 – Water Quality Objectives
5.3.3.6 Treatment Plan
In order to achieve the Water Quality Objectives for the proposed development, it is proposed to use
mechanical treatment method to treat the runoff prior to discharge from the site. Mechanical treatment
devices have been chosen for the site in order to maximise the developable space within the site and
achieve the best design outcome.
Stormwater runoff from the proposed development will be captured in a new underground pit and pipe
network which will discharge to the proposed combined treatment / detention tank located under the
drop off area at the front of the building
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Treated water and overflow from the proposed combined treatment / detention tank will discharge off
site via a proposed stormwater connection to the existing stormwater pits constructed as part of the
masterplan ROL.
The treatment plan for the proposed development is depicted on MPN Plan 7700-DA.01 attached in
Appendix 3, with MUSIC excerpt below.
The runoff from the basement subsurface drainage pump out sump will be treated to neutralise any pH
increases due to the acid sulfate soils prior to discharge from site. This system will be separate to the
treatment of the stormwater runoff from the exposed surfaces of the site which will be treated by the
filtration cartridges.
Figure 3 – Treatment Plan
5.3.3.7 MUSIC Results
The resulting percentage based load reductions at the outlet are shown in Table 5 below together with
the Water Quality Objectives for the receiving waters.
Sources Residual Load % Reduction Target %
Total Suspended Solids (kg/yr) 1,840 168 90.9 80
Total Phosporous (kg/yr) 3.97 1.25 68.5 60
Total Nitrogen (kg/yr) 29.9 16.4 45.3 45
Gross Pollutants (kg/yr) 208 0 100 90
5.3.3.8 POD Pollutant Reduction
5.3.3.8.1 Litter
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15 May 2019 Rubbish bins will be located within the building and car park for use by staff and visitors. The carparks will be cleaned regularly. As a result of this and with the installation of the treatment devices, levels of litter exiting the site via stormwater are expected to be negligible. 5.3.3.8.2 Sediment The TSS outflow is identified in Table 5 above. As can be seen from the above table the pollutant load reduction achieves the Water Quality Objectives. The TSS level is therefore considered acceptable. 5.3.3.8.3 Nitrogen and Phosphorous The TN and TP loads are identified in the above Table 5. As can be seen the TN and TP loads leaving the site achieve the Water Quality Objectives. The Nitrogen and Phosphorous residual loads are therefore considered acceptable. 5.3.3.8.4 Hydrocarbons Hydrocarbons will become trapped within the filter cartridges. The hydrocarbons will be removed during the maintenance of the filter cartridges. 5.3.3.9 Surfactants Washing of cars is not expected on site for the proposed development, as a result surfactants should not be an issue for the drainage system. 5.3.3.9.1 Heavy Metals Heavy metals in stormwater runoff generally become attached to fine sediment. The filter cartridges will remove the majority of this fine sediment. The removal of the fine sediment should effectively remove most of the heavy metals in the runoff. 5.3.3.9.2 Pathogens/Faecal Coliforms Domestic animals within the development will be under the control of their owners at all times and the owners will be expected to clean up after them. 5.4 Proposed Stormwater Quality Treatment Devices 5.4.1 Locations The location of the proposed stormwater quality treatment device is shown on MPN Plan 7700-DA.01 attached in Appendix 3. The devices will be located within the carpark drainage systems and within the detention tank located on site. 5.4.2 Device and Size The device type and size are depicted on MPN Plan 7700-DA.01 attached in Appendix 3. The devices to be installed on site are mechanical filtration devices which have been sized to cater for the development type and use. The mechanical treatment devices have been used with success within many Australian Council areas to ensure that stormwater runoff is treated to meet the local and state requirements. 5.4.3 Operation The Stormwater 360 stormfilters will treat stormwater runoff from all surfaces within the proposed development. Excellence with Economy in Engineering 14 l:\7000-7999\7700-7799\7700\reports\15-05-19 stormwater management plan_issue c.docx
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The Stormwater 360 stormfilters operate by filtering stormwater through media-filled filter cartridges.
As the stormwater percolates through the cartridges, pollutants, particulates, surface scums and
floating oil and greases are captured within the filter media. Once filtered through the media, the
treated stormwater is directed to a collection pipe.
The collection pipe discharges the treated water from site once the state planning policy requirements
are met.
Enviropods will be fitted to each field inlet.
The Enviropods consist of a screening bag supported by a filter box and structural cage. Modular plastic
deflector panels attach to the filter box and guide the flow of water to the screening bag. The screening
bag captures pollutants and allows water to pass through to the outlet pipe. Absorbent material inside
the screening bag captures oil and grease. Openings in the filter box allow water to bypass the screening
bag during high flow conditions.
5.4.4 Maintenance
For the Stormwater 360 Enviropods and Stormfilters, maintenance can be performed with a vacuum
truck to remove captured soil, sediment and floatables. Detailed maintenance techniques can be found
in the Stormwater 360 Operations and Maintenance Manual attached in Appendix 4.
Maintenance will be completed regularly to ensure that the devices are performing as designed to
ensure that the stormwater discharged from site is meeting the requirements of the State Planning
Policy and Noosa Council. This will be monitored as part of the development requirements.
5.5 Construction Phase (Sediment and Erosion Control)
5.5.1 Intent of Erosion and Sediment Control Management Plan
To prevent stormwater contamination (of watercourses) and the release of contaminated stormwater
and wastewater by ensuring compliance with the Environmental Protection Act 1994 and
Environmental Protection (Water) Policy 2009.
5.5.2 Implementation Strategy
Establish control measures and best practice approaches to prevent stormwater contamination and
minimise the risk and adverse effects of erosion and sedimentation. All Erosion and Sediment Control
measures must be designed, constructed and maintained in a manner that is commensurate with the
site’s erosion risk.
5.5.3 Erosion and Sediment Control Measures
Obtain a licence or approval to operate activities that are classed as environmental relevant
activities (i.e. they have the potential to cause environmental harm).
Implement and maintain appropriate control measures to prevent sediment leaden wastewater
and other potential pollutants such as oil, paint and wet concrete from entering the stormwater
system via stormwater drains and gullies. The control measures which must be considered to be
adopted are:
Limit site access during construction to minimise disruption to traffic
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Install a temporary construction entry/exit sediment trap at all site accesses to
minimise mud and sediment from the site being tracked onto public road, particularly
during wet weather or when the site is muddy.
Install and maintain appropriate sediment fences around construction areas
Divert clean stormwater runoff, using catch drains, around construction areas
to existing or new stormwater drainage system.
Install sandbags and other pollution containment devices around stormwater
drains and any other locations where required to prevent sediment entering
the trunk stormwater system.
Cover open earth/soil areas progressively (with concrete slabs and pavements
or mulch) to minimise areas of bare earth/soil.
Any stockpiles of excavated soil and demolition / construction waste must be
located where risk of erosion and sediment is minimal, and must be protected
from wind and water erosion.
Implement and maintain appropriate control measures such as catch drains and
sediment fences to prevent ponding of stormwater or discharge of stormwater from
the site to adjacent properties.
Provision of spill / pollution control equipment that is readily accessible to clean up
spills and leaks.
Ensure spill/pollution control measures are available and maintained in working
condition.
Sediment contained by the sediment control devices such as sandbags, sediment fences
and containment bunds must be frequently removed and placed in a controlled area.
Implement an inspection schedule for any spill or leaks of any potential polluting areas
or activities.
5.5.4 Erosion Sediment Control Management Goals
Licenses, approvals, permits and inspection reports are in order.
Sediment or pollution control devices such as sandbags, sediment fences and containment
bunds are in place, maintained and effective.
Spill/ pollution control equipment is readily accessible at designated locations.
No accumulated sediment is contained by the sediment control devices such as hay bales,
sediment fences and containment bunds.
No sediment exceeding a depth of 300mm in the pollution control devices (e.g. silt trap).
5.5.5 Erosion and Sediment Control Implementation Program
Licenses, permits or approvals for each environmentally relevant activity must be obtained
prior to the commencement of the particular activity.
Appropriate control measures such as sediment fences, temporary construction entry/ exit
sediment traps, pollution containment devices (e.g. sandbags), stormwater diversion and
administrative controls must be installed and established prior to commencement of the
earthworks and construction activities.
Pollution control devices such as spill control equipment must be inspected on a regular basis
(at least weekly).
Other sediment and pollution control equipment such as containment bunds, hay bales and
sediment fences must be inspected on a regular basis (at least daily).
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Inspection for any leaks, spills or potential contaminating activity must be performed on a
regular basis (at least daily).
Remove accumulated sediment or other contaminants from sediment/ pollution control devices
on a regular basis.
All erosion and sediment control measures must be inspected within 24 hours of expected rain
and within 18 hours of a rainfall event.
5.5.6 Responsible Person Or Organisation
The contractor shall be responsible for the implementation and maintenance of the Erosion and
Sediment Control Measures.
5.5.7 Reporting / Review
Records such as licences, approvals, permits and inspection reports must be reviewed on a regular basis
(e.g. at least monthly) to ensure that legal compliance is met, complaints are reviewed and systems are
working to prevent contamination.
5.5.8 Corrective Actions
Perform clean-up of any spills immediately.
Any mud or sediment which is tracked onto public roads is to be immediately removed using dry
clean-up methods i.e. shovel and broom.
Remove or relocate any stockpiles of waste where there is a reasonable risk of erosion and
sedimentation.
Replace or repair sediment or pollution control devices if they are not maintained in good
working condition.
6 CONCLUSION
This Stormwater Management Plan demonstrates that under the proposed concept plan stormwater
quality and quantity treatment is achievable to the levels required by State Planning Policy July 2017.
Detention and treatment will be provided in the form of a combined treatment / detention tank within
the proposed development lot.
The installation of detention and treatment on site will ensure that runoff conditions from the
developed site are consistent with the pre-developed scenario. Regular maintenance of the detention
and treatment systems will be undertaken to ensure that the systems are functioning as designed and
that the State Planning Policy and Noosa Council requirements are being met.
Any groundwater discharged from site will be tested and assessed for its levels of acidity and treated as
required to ensure that the pH is consistent with that of the downstream environment.
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15 May 2019 7 LIMITATIONS OF REPORT MPN have prepared this report for the proposed Medical centre development at Hofmann Drive in accordance with MPN’s proposal to Ribarja Property. This report is provided for the exclusive use of the Ribarja Property for this specific project and its requirements. It should not be used or relied upon by a third party and MPN accept no responsibility for the use of this report by any party other than Ribarja Property. Excellence with Economy in Engineering 18 l:\7000-7999\7700-7799\7700\reports\15-05-19 stormwater management plan_issue c.docx
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Appendix 1
Architectural Plans
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SITE PLAN
CONTEXT ANALYSIS
LOT DTAILS: LOT 6& 7
SP264847
AREA: 8,000 SQM
EXISTING SHOPPING CENTRE
E RE
DRIV 157
8
ST NE
67
ANN 38
ID EW
E HOFM RE
12
DRIV ET
RR VI
OR
N
CO BAN
N
FMA
UR
HO 9
7690 NG ZONE
10 DEEP PLANTI
09.05.2019
6
EASEMENT
S I TE
ACC
E SS
GREEN ZONE
FUTURE
WASTE
6 COLLECTION
PROPOSED SITE
95137
NORTHERN SOUTHERN
BUILDING BUILDING
RL 5.80 m RL 5.80 m
10
09.05.2019
COMMERCIAL
71424
STORAGE
36 40 42
20 7SP264847 6SP264847 5SP264847
1SP222982 P MENT RL 5.70 m RL 5.70 m
DEVELO
FUTURE
6 RL 5.80 m
7 7
6
7 96223
INDUSTRIAL ZONE
1 EXISTING CONTEXT PLAN EASEMENT 2 PROPOSED CONTEXT PLAN
1 : 500 DA-30.10 1 : 500
PROPOSED SITE
100 m
0 10 20 30 50
HOFMANN DRIVE MEDICAL CENTRE © Copyright Thomson Adsett Pty Ltd.
ABN 76 105 314 654
SITE CONTEXT PLAN
Dimensions take precedence over Telephone +61 7 3840 9999
HOFMANN DRIVE, NOOSAVILLE QLD scaling. Do not measure off drawings [email protected]
as print sizes may vary 128 Robertson Street 1 : 500 @ A1 Rev.10
Fortitude Valley REVISED DA
Qld 4006 Australia
RIBARJA PROPERTY TA # 18.0048.17 thomsonadsett.com DA-10.11 09.05.2019
Page 22
GROUND FLOOR PLAN A
DA-31.10
B
DA-31.10
PYLON SIGN DA-31.10
C PYLON SIGN
(OPTION 1) (OPTION 2)
ENTRY AND GREEN FORECOURT TH
OTPA DEEP PLANTING
FO
PARKING SCHEDULE (CARS) EXISTING TREE
ZONE - BIO
RETENTION
Bay Length Bay Width Description Count
R IV E
NN D
BASEMENT
OF MA FIRE HYDRANT
5000 2300 Carpark Bay 2 H BOOSTER LOW HEIG
HT SHRUBS
3380
5400 2600 Carpark Bay 130 LOADING ZONE
5400 2600 Disabled Carpark Bay 5 ZONE
LOADING
BASEMENT: 137
2135
GROUND FLOOR EXISTING TREE
A S E ME NT
5000 2300 Carpark Bay 2
NG E
9271
TI
5400 2600 Carpark Bay 64
LINE OF EXIS
21642
5400 2600 Disabled Carpark Bay 1
LOW HEIGHT SHRUBS SITE ACCESS
H DA-30.10
6200 2100 Drop-Off Carpark Bay 6 FOOTPAT
10000
GROUND FLOOR: 73
BICYCLE STORE MOBILE GENERATOR
1
E M E NT FOOTPATH
LEVEL 1
LOCATION WE AS
(10 BAYS)
NE
5000 2300 Carpark Bay 4 OF
LINE
10502
E
5400 2600 Carpark Bay 68 Z ON
OOF OVER
TRANSFORMER G LINE OF R
5400 2600 Disabled Carpark Bay 1 FO A DIN
OT LO
FOR STORM WATER PROTECTION
LEVEL 1: 73 LINE OF ROOF OVER
P AT
Grand total: 283 H
1:100 SLOPE UP
FF
AMBULANCE DROP-O
STAIRS
WASH
BIN STORE BAY
1016 6000 STAIRS
SECURE
FUTURE MEDICAL
8000
WASTE
GREEN ZONE PHARMACY
WASTE -
LOADING DOCK
TENANCY 1 159.03 m²
157.07 m²
102.80 m²
REHABILITATION MEDICAL
CENTRE CENTRE
421.19 m² 835.45 m²
FOYER LIFT
DA-30.10 173.76 m²
2
RL 5.80 m
LIFT
1:8 SLOPE DOWN
20
TO BASEMENT
09.05.2019
HYDROTHERAPY EXISTING
POOL
1000 6016 BUILDING
HYDROTHERAPY
FUTURE 213.69 m² STAIRS
DEVELOPMENT OFFICE LOCKERS
CHANGE CHANGE ELECT. COMMS
ROOM ROOM 9.15 m²
7.38 m² DA-30.10
K STAIRS 4
CARE TAKER STUDENT HUB COVERED
TENANCY
6000
6000
STAIRS UNIT INTERNAL COURTYARD INTERNAL COURTYARD OUTDOOR
43.59 m² 48.82 m² AND RAISED PLANTERS AND RAISED PLANTERS
51.26 m² AREA
D D
DA-31.11 FIRE CIRCULATION FOR DA-31.11
1000
1000
OUTDOOR WALKWAY OUTDOOR WALKWAY CARPARK & ACCESS
FIRE EXIT
8000
6460
6460
2600
3219 2300 2600
7890
5400
SMALL
CAR
TURNING
BAY
FIRE EXIT
SMALL
CAR RAMP UP FROM BASEMENT RAMP UP TO LEVEL 1
E APPROX. 1: 8 APPROX. 1: 8
E
DA-31.11 DA-31.11
ST. ST. ST. ST. ST. ST. ST. ST. ST. ST. ST. ST. ST. ST. STAIRS
3
A DA-30.10 B C
DA-31.10 DA-31.10 DA-31.10
INDUSTRIAL ZONE
20 m
0 2 4 6 10
HOFMANN DRIVE MEDICAL CENTRE © Copyright Thomson Adsett Pty Ltd.
ABN 76 105 314 654
GROUND FLOOR PLAN
Dimensions take precedence over Telephone +61 7 3840 9999
HOFMANN DRIVE, NOOSAVILLE QLD scaling. Do not measure off drawings [email protected]
as print sizes may vary 128 Robertson Street 1 : 200 @ A1 Rev.20
Fortitude Valley REVISED DA
Qld 4006 Australia
RIBARJA PROPERTY TA # 18.0048.17 thomsonadsett.com DA-21.20 09.05.2019
Page 23
15 May 2019
Appendix 2
Site Survey
Excellence with Economy in Engineering 20
l:\7000-7999\7700-7799\7700\reports\15-05-19 stormwater management plan_issue c.docx
Page 24
LEGEND
MAJOR CONTOUR
MINOR CONTOUR
ELECTRICITY
(plotted from records)
TELECOMMUNICATIONS LINE
(plotted from records)
SEWER
(plotted from records)
STORMWATER
(plotted from records)
STORMWATER
EDGE OF BITUMEN
CHANGE OF GRADE
BOTTOM OF BANK
TOP OF BANK
ROAD CROWN
BUILDING
FENCE
EDGE OF VEGETATION
CONCRETE
ELECTRICAL PIT
ELECTRICAL PIT
ELECTRICAL PLUG MARKER
SEWER M/H
STORM WATER M/H
SIGN
LIGHT POLE
COMMS PIT
FIRE HYDRANT
FIELD INLET
BOLLARD
WATER SERVICE VALVE
WATER TAP
KERB & CHANNEL
PHOTO ID
PHOTO 3
PHOTO 5
Scale 1:400 — Lengths are in Metres.
| |
1 1 !
10 1S 20 25
!
30
255
MCH4539
256
MCH4539
257
MCH489/
274
MCH4891
0274
MCH489!
PHOTO 2
PHOTO 4
PHOTO 6
1
35 40 45 50
Note: See SP264847 for metes and bounds
for Lots 6 & 7.
55
SL5.772
SL 5.879
4
SP244573
5
SP264847
+o
SL5.019 |
Kerb
IL 4.630
|
| Culvert 1200x600
115.462 +++
Culvert 1200x601
IL 5.457
Culvert 1200x600 ,
IL 5.460
SL6.565 Culvert 1200x600,
+ 1L 5.455
/ f
/ 2
SL6.762 <
UL
* / Cov AB
SL6.904 ,
+ 4 Uo ,
4 / j
Ko SP222982
sv6.773 }
ft
/
/ SL6.627 | ,
/ +, / J
Y / \
4 y |
v / f
4 / y =z
/ SL 6.659 - ve / | Ly \ $
, - L
° * oo 7 / i Fe | ero
: 7 SL6.220 | IL 5.920
4 + UO SL6.107 [ vil \ , >
, + \
pa Sig.438 < yo Ot \ =
y . Y Emt BA ........ b Ha, Ss
“ “ Z SP222982 | oe
L 4
_/ $L.6.545 Y D
7 + Y y
/ UZ Y |
7 y y
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Y SL6.309 Y SL 6.066 be
7 + / + j
/ /
7
/ UL /
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4 Y ZY
4 / Y
i Y
oa SL 6487 va
/ St A +
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Qe / a Y 4
yo / SL 5990 SL5.925,
/ / Ps ‘+
/ ; (
/ SP264847 \
/ |
+ “ \
SL.6.268 | |
o \
\ +
a + \ SL 5.892
oo SL6.126 |
+ /
SL 6.028
/
+ /
SL6.099 /
/ aA
/ yo
° J
+ / f+
/ 7
SL.6.100 / SL5.756 \,
fo
Y
4 SL5.942
> + 8
SL.6.021 4
+ 4 ®
4 “
4 U ©
Y
- SL 5.969 a si s.e6
/ + a
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/ Y
/ L
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/ 4
SU 5.772
SL 5.960 _
+ ,
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/ va
SP264847 Yo
/
. 7
_/ 4
ae /
+ “7 TA
~ 7
-— SL 5.676 y
a + U0 g
/
SL 5.755 r G
+
\ SL 5.450
+
SL5.778
SL5.758
_- IL 4.506
ce
Ct
Building
see SL 4.782
Kerb
IL 4,591
IL 4.367
IMPORTANT NOTES
e This plan has been prepared for Ribarja Property
from a combination of field survey and existing
records for the purpose of assisting design of new
development within the subject land, and should
not be used for any other purpose.
e — This plan is not an identification plan and boundaries
have not been marked. The subject property
boundaries as shown on the plan face have been
plotted from deed dimensions of plan $P264847 and
minimal cadastral survey connections. They are
subject to cadastral survey.
e = In particular, no reliance should be placed on the
information provided on this plan for any financial
dealings involving the land. Contour Information as
shown has been derived from detail survey.
e Above ground services have been plotted from
visible surface markers observed by the surveyor at
the time of survey and using records obtained from
the relevant authorities with the exception of Telstra.
These Telstra records can be obtained for
approximately $330 should you require them. Prior to
any demolition, excavation, or construction within
the site, the relevant authorities should be
contacted for possible location of additional
underground services and detailed locations of all
services.
For further details please refer to digital files.
These notes are an integral part of the subject plan.
group
downes
Surveyors - Planners -
Development Consultants
Sunshine Coast * Toowoomba * Western Downs
www.downes.com.au A.C.N. 010 841 639
Cient- Ribarja Property
Contour Interval
Local Authority —
Project —
CONTOUR & DETAIL SURVEY
over Lots 6 & 7 on SP264847
Hofmann Drive, Noosaville
0-2 NOOSA SHIRE COUNCIL
Level Dat
ect uD (derived) |“°a!'- NOOSAVILLE
Horizontal Datum /Meridian Scale Surveyor | Drafted
SP264847 (a3) 1/400 | ns BJ
Horizontal Co Ordinate System | Date Surveyed Date Drafted
ARBITRARY 25/05/2018 | 29/05/2018
Level Origin Approved.
T. Vella
OPM 17873100 Leticia cceceeennnneee
RL 4.169m Plan No.
Z80540.D0l
Page 25
15 May 2019
Appendix 3
MPN Plans
Excellence with Economy in Engineering 21
l:\7000-7999\7700-7799\7700\reports\15-05-19 stormwater management plan_issue c.docx
Page 26
27000 5650
INLET
900 x 900 ACCESS
Emt A Emt J Emt H
MCH4891 MCH4539
MCH4539
II
II
II
II
II
II 7
II
II
II
II
II
II
II
900 x 900 ACCESS
II
II
II
II
II
II
II
6 SL6.100
WEIR RL 5.30 TO CARTRIDGE BAY
RAMP 1:8 900 x 600 GRATED
II 7
FIELD INLET RL4.60
6200
CAR PARK DRAINAGE SHOWN INDICATIVE BASE AREA = 164m2
AND TO BE CONFIRMED BY HYDRAULIC WEIR RL 5.40
1500
ENGINEER AT DETAILED DESIGN STAGE INLET
15 x 460 STORMWATER
OUTLET
1500
1 360 PSORB STORMFILTER
- CARTRIDGES
BASEMENT
(BELOW) AT FFL2.70
CAR PARKING CAR PARKING
STORM FILTER DETENTION TANK DETAIL PLAN
SCALE 1:100
150 COVER
900 x 900 ACCESS 900 x 900 ACCESS
TO CARTRIDGE BAY
SURFACE LEVEL INLET PIPE
LANDSCAPE
LANDSCAPE
Ø525 OUTLET WEIR RL 5.40 WEIR RL 5.30 INLET
950
800
700
BASE RL 4.60
RAMP 1:7
6 OUTLET 1 OUTLET 2 15 x 460 STORMWATER 360
SP264847
7 LANDSCAPE Ø375 AT IL4.60 2 x Ø225 AT IL4.65 PSORB STORMFILTER
SP264847
RAMP IS NOT SUBJECT TO CARTRIDGES
DIRECT RAINFALL (ROOFED)
RUNOFF TO BASEMENT
WILL BE MINIMAL SECTION 1
SCALE 1:50 -
ROOF 1
ROOF 1
GROUND FLOOR
NOMINAL FACE
GROUND FLOOR
FFL 6.15
FFL 6.15
OF KERB
FSL6.10 6
UNDERGROUND TREATMENT Emt BA
AND DETENTION TANK SP222982
EDGE OF PAVEMENT TYPE B2 - BARRIER KERB (BK)
FALL
DESIGN LEVELS
0 0.2 0.4 0.6 0.8 1.0
FALL
FL EDGE OF PAVEMENT TYPE B1 - BARRIER KERB AND CHANNEL (BKC) SCALE 1:20 (A1) 1:40 (A3)
DESIGN LEVELS
0 0.5 1.0 2.0 2.5
FL
SCALE 1:50 (A1) 1:100 (A3)
LANDSCAPE LANDSCAPE EDGE OF PAVEMENT TYPE M6 - FLUSH KERB (FL)
BK DESIGN LEVELS 0 1 2 3 4 5
FIELD INLETS PROVIDED FOR
FSL5.90 HYDRAULIC ENGINEER
CONNECTION OF ROOF WATER DENOTES SETOUT POINT SCALE 1:100 (A1) 1:200 (A3)
EX5.40 Emt S E W
FH
BK FSL5.75 E
BK
SP264847
FSL5.40 S S W S T 0 5 10 12.5
Emt R WAY T
IPWEAQ KERB AND KERB AND CHANNEL
ING DRIVE
S S E W
S
EXIST S S
SP264847 S S
E T S
S W SCALE 1:250 (A1) 1:500 (A3)
S
S
BKC E T S SET-OUT POINTS AND DESIGN LEVELS
EX5.80 T W
S S
S E S (REFER IPWEAQ STD DWG No RS-080)
Emt O
S S
T W
S S S S
SP244573 E S SCALE 1:20
EX5.60 T W
E
S E 16.05.19 PRELIMINARY ISSUE KC MH
SW SW SW SW T W 6
SW S
6
BKC SW SW SW SW E W D 17.04.19 PRELIMINARY ISSUE KC MH
IL 4.506 SW SW T S
SW E W C 30.10.18 PRELIMINARY ISSUE KC MH
S
CONNECT TO EXISTING T
W
STORMWATER PIT
E B 24.08.18 PRELIMINARY ISSUE KC MH
LEGEND
S
OUTLET TO BASIN W T SW
SW
E IL 4.290 (ESTIMATED) E SW EXISTING PROPOSED A 30.07.18 PRELIMINARY ISSUE BCM MH
T
S
W W SW SW SW
PROPERTY BOUNDARY ISSUE DATE AMENDMENT BY APP
E T S
SW
E
3 W 5.00 CONTOUR COPYRIGHT: THIS DESIGN AND PLANS ARE NOT TO BE USED OR REPRODUCED
FH
SP246584 WHOLLY OR IN PART WITHOUT WRITTEN PERMISSION OF MPN
W E T
S BUILDING
FH
CONSULTING PTY LIMITED 2017 ©
W
E
FH
CONCRETE MPN Consulting Pty Ltd
DRIV
E SW
mpn
T
S
T ABN: 39 062 191 799
E W SW EDGE OF BITUMEN
T 39 Sherwood Road, Toowong, Qld, 4066
W
E T
S
SW KERB P: 61 7 3335 4555
W consulting F: 61 7 3371 3196
KERB AND CHANNEL
E
S SW E: [email protected]
T E T
W SW NOTE: FLUSH KERB
E
ET
S
SW ENVIROPODS TO BE FITTED SW STORM WATER MAIN CLIENT:
W E SW
NOT FOR CONSTRUCTION
T
E S
NN SW TO EACH FIELD INLET PIT W WATER MAIN RIBARJA PROPERTY
FMA
W W T SW S SEWER MAIN
T E
HO SW
S
SW SW
T TELSTRA CABLE HOFMANN DRIVE MEDICAL CENTRE
W E E U/G ELECTRICITY
E
SW
S
SW O/H ELECTRICITY
N
E SW
SW
LANDSCAPE WALL
S SW SW SWALE DRAIN HOFMANN DRIVE, NOSSAVILLE QLD
E
TREATMENT TABLE FINISHED SURFACE LEVEL FSL 22.22
CATCHMENT IMPERVIOUS STORMWATER DRAINAGE
MUSIC NODE TREATMENT TYPE
AREA (Ha) AREA (%) ROOF AREA TREATMENT PLAN
ROOF 0.305 100 DESIGN: ND DRAWN: ND SCALES: AS SHOWN
CHKD: APPRD: DATE:
ROAD AREA
LANDSCAPE STORMWATER 360 ENVIROPODS 0.115 25 mpn JOB DRAWING No. REV
AND STORMFILTERS
ROAD 0.254 100 LANDSCAPE AREA 7700 DA.01 E
PRELIMINARY
Page 27
EXISTING
LEGEND PROPOSED
Emt A Emt J Emt H PROPERTY BOUNDARY
MCH4891 MCH4539
MCH4539
5.00 CONTOUR
II II
II
II
II
II 7 II
II
II
II
II
II
BUILDING
II
II
II
II
II
II
II
II
II
6
CONCRETE
7 EDGE OF BITUMEN
II
KERB
KERB AND CHANNEL
FLUSH KERB
SW STORM WATER MAIN
W WATER MAIN W
S SEWER MAIN S
G GAS MAIN
T TELSTRA CABLE
E U/G ELECTRICITY
O/H ELECTRICITY
N
LANDSCAPE WALL
TOP OF BATTER
FACE OF BATTER
TOE OF BATTER
SWALE DRAIN
FINISHED SURFACE LEVEL FSL 22.22
6 7
SP264847
SP264847
PROPOSED BUILDING PROPOSED BUILDING
6
Emt BA
SP222982
W
S
E
Emt S E W S
FH
SP264847 E
PROPOSED SEWER S S W S T
Emt R CONNECTION S S S S E W T S
SP264847 S
E T
S
S S
S S
T
W PROPOSED WATER
S E S
S S T W CONNECTION
S E S
Emt O
S S
T W
S S S S
SP244573 E S
T W S
E
SW SW SW SW T W 6
SW S
6
SW SW SW SW E W D 17.04.19 PRELIMINARY ISSUE KC MH
SW SW T S
SW E W C 30.10.18 PRELIMINARY ISSUE KC MH
S
PROPOSED STORMWATER CONNECTION T
W
E S
SW
B 24.08.18 PRELIMINARY ISSUE KC MH
W T
SW
E E SW A 31.07.18 PRELIMINARY ISSUE BCM MH
T S
SW
W W SW SW ISSUE DATE AMENDMENT BY APP
E T S
SW
E
3 W COPYRIGHT: THIS DESIGN AND PLANS ARE NOT TO BE USED OR REPRODUCED
FH
SP246584 WHOLLY OR IN PART WITHOUT WRITTEN PERMISSION OF MPN
W E T
S
FH
CONSULTING PTY LIMITED 2017 ©
W
E
FH
MPN Consulting Pty Ltd
DRIV
E SW
mpn
S
T
T ABN: 39 062 191 799
E W SW
T 39 Sherwood Road, Toowong, Qld, 4066
W
E T
S
SW P: 61 7 3335 4555
E W consulting F: 61 7 3371 3196
S SW E: [email protected]
T E T
W SW
E
T
E S
SW CLIENT:
W E SW
NOT FOR CONSTRUCTION
T
W E T
S
SW AN N SW RIBARJA PROPERTY
M
W
T E
H OF SW
S
SW SW
HOFMANN DRIVE MEDICAL CENTRE
E
HOFMANN DRIVE, NOSSAVILLE QLD
SERVICES CONNECTION PLAN
DESIGN: ND DRAWN: ND SCALES: AS SHOWN
CHKD: APPRD: DATE:
mpn JOB DRAWING No. REV
0 5 10 12.5 7700 DA.02 D
SCALE 1:250 (A1) 1:500 (A3)
PRELIMINARY
The text continues on page 28.