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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
18 July 2019 7 f l O M consulting REVISION STATUS MPN Reference No: 7700 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 | Lachlan Stephenson | 16903 IssueD | 18/07/2019 | SamHemachandra | Matthew Hendle _ 19730 Excellence with Economy in Engineering —
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18 July 2019
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 D of this report has been prepared to address the outstanding matters notice from Noosa
Shire Council dated 2 July 2019.
Excellence with Economy in Engineering 2
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Table of Contents
EXECUTIVE SUMMARY 2
1 PURPOSE 5
2 INTRODUCTION 5
2.1 Project Description 5
3 SITE CHARACTERISTICS 6
3.1 Site location 6
3.2 Topography and Existing Site Drainage 7
4 SITE DATA 7
5 STORMWATER 8
5.1 Flooding 8
5.2 Site Based Stormwater Management Plan 8
5.3 Operational Phase 8
5.4 Proposed Stormwater Quality Treatment Devices 15
5.5 Construction Phase (Sediment and Erosion Control) 16
6 CONCLUSION 18
7 LIMITATIONS OF REPORT 18
Excellence with Economy in Engineering 3
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18 July 2019 Table of Figures Figure 1 – Proposed Development 5 Figure 2 – Site Location 6 Figure 3 – Treatment Plan 13 Table of Tables Table 1 – Existing and Developed Peak Flows 10 Table 2 – MUSIC Rainfall Runoff Parameters (Commercial) 11 Table 3 – Pollutant Export Parameters (Commercial) 12 Table 4 – Water Quality Objectives 12 Table 5 – Percentage Based Load Reduction Results 14 Table of Appendices Appendix 1 Architectural Plans 19 Appendix 2 Site Survey 20 Appendix 3 Mpn Plans 21 Appendix 4 Bioretention Basin Maintenance Checklist 22 Excellence with Economy in Engineering 4 l:\7000-7999\7700-7799\7700\reports\18-07-19 stormwater management plan_issue d.docx
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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.
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 natural 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 in a new
stormwater pit and pipe network.
The new building and carparks will be constructed over a basement car park. The stormwater from
the roof and suspended car park will be directed to a new combined bioretention/detention basin
located along the Northern boundary of the site. Detained and treated water from the combined
bioretention/detention basin will discharge to an additional detention tank located under the drop
off area at the front of the building.
Stormwater runoff from the landscape areas at the front of the site will be conveyed along grassed
swales and discharge to the detention tank, via the new pit and pipe network.
Runoff from the courtyard area at the centre of the site will be collected and conveyed in the new
internal pit and pipe network to the detention tank.
Stormwater runoff from the car park access driveway at the South East corner of the site will
bypass treatment and detention and connect to the stormwater infrastructure constructed as part
of the masterplan ROL development.
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18 July 2019 The detention tank will discharge via a new piped connection to the stormwater infrastructure constructed as part of the masterplan ROL development. 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 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. It is unlikely that any permanent dewatering will be required due to the depths of the basement excavation. Due to the levels of the basement it is envisaged that any 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 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 combined bioretention/detention basin located along the Northern boundary and a detention tank located under the main entry to the new building. The detention system will be oversized to cater for the areas that will bypass detention. Stormwater events varying from 5 minutes to 120 minutes were analysed with results for the peak storm flows shown in Table 1 below. Excellence with Economy in Engineering 9 l:\7000-7999\7700-7799\7700\reports\18-07-19 stormwater management plan_issue d.docx
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Existing Discharge Proposed Discharge
ARI Year
From Site (m3/sec) From Site (m3/sec)
2 0.196 0.192
5 0.271 0.249
10 0.310 0.306
20 0.359 0.355
50 0.390 0.369
100 0.435 0.413
Table 1 – Existing and Developed Peak Flows
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, natural 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
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
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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
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.
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Land Use – Commercial Log10 TSS (mg/L) Log10 TP (mg/L) Log10 TN (mg/L)
Base Storm Base Storm Base Storm
Flow Flow 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 Pollutants % Oils/Grease
(TN) % Reduction
Reduction (TP) % 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 natural treatment methods to treat the runoff prior to discharge from the site.
Stormwater runoff from the roof and suspended carpark will be captured in a new pit and pipe
network which will discharge to a bioretention basin located along the Northern boundary of the
site.
Runoff from the landscape areas at the front of the site will be treated by grassed swales.
Stormwater runoff from the courtyard area and carpark access driveway will bypass treatment.
Treated and detained water will discharge off site via a proposed stormwater connection to the
existing stormwater pits constructed as part of the masterplan ROL.
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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 any basement subsurface drainage 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
natural methods.
Figure 3 – Treatment Plan
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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.
Residual
Sources % Reduction Target %
Load
Total Suspended Solids (kg/yr) 1,830 366 80.0 80
Total Phosporous (kg/yr) 3.93 1.06 73.2 60
Total Nitrogen (kg/yr) 29.5 12.1 58.9 45
Gross Pollutants (kg/yr) 199 7.46 96.3 90
Table 5 – Percentage Based Load Reduction Results
5.3.3.8 POD Pollutant Reduction
5.3.3.8.1 Litter
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 bioretention filter media.
When there is a build-up of hydrocarbons within the bioretention basin, the top layer of the filter
media can be removed and replaced ensuring that no hydrocarbons are discharged from the site.
Studies have shown that micro-organisms in the organic mulch layer degrade and break down the
petroleum-based hydrocarbons and hence they will not be discharged from site.
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.
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5.3.3.9.1 Heavy Metals
Heavy metals in stormwater runoff generally become attached to fine sediment. The bioretention
basin 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.
5.4.2 Device and Size
The device type and size are depicted on MPN Plan 7700-DA.01 attached in Appendix 3.
5.4.3 Operation
The bioretention basin operates by filtering runoff through densely planted surface vegetation,
then percolating the water through a sandy loam filter media with details as per MPN Plan 7700-
DA.01 attached in Appendix 3. As the water is percolated through the soil, pollutants are captured
by fine filtration, adsorption and biological uptake.
5.4.4 Maintenance
For the initial maintenance of the bioretention basin it is important to remove weeds and debris,
with regular watering until plants are established and actively growing.
Watering is to be undertaken following the construction of the basin at the following frequency:
Week 1 – 6, 5 times/week
Week 6 – 10, 3 times/week
Week 11 – 15, 2 times/week
If there is no rain, each plant should receive 2.5 – 5.0 litres of water per week during establishment
in the first 6 weeks (40mm/week).
Watering requirements to sustain healthy vegetation should be determined during ongoing
maintenance visits.
Detailed establishment techniques can be found in the Water By Design Construction and
Establishment Guidelines.
Inspections are also recommended following large storm events to check for scour and other
damage.
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Maintenance of the bioretention basin will include:
Routine inspections of surface profile to identify areas of sediment buildup, scour and
erosion or clogging of the filter media;
Routine inspection of the overflow pits and under drains for blockages and litter buildup;
Removal of sediment where it is smothering the basin vegetation; and
Repair all basin damage due to scour or erosion by replacement of filter media and
vegetation.
A Bioretention Basin Maintenance Checklist is attached in Appendix 4.
Detailed maintenance techniques can be found in the Water By Design Maintaining Vegetated
Assets Guideline.
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
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.
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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).
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.
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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 will be provided in the form of a combined bioretention/detention basin located along
the Northern boundary of the site and a detention tank located under the main entry to the new
building. The combined bioretention/detention basin will provide stormwater treatment for the
proposed development.
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.
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.
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Appendix 1
Architectural Plans
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MEDICAL CENTRE HOFMANN DRIVE , NOOSAVILLE - RIBARJA PROPERTY
DEVELOPMENT APPLICATION
DRAWING LIST PARKING AREA
DRAWING LIST - DA PARKING SCHEDULE (CARS) Area Schedule (GFA) breakdown
Bay Length Bay Width Description Count Name Area
16
DA-00.00 COVER SHEET 11.07.2019
DA-10.11 SITE CONTEXT PLAN BASEMENT GROUND FLOOR
DA-10.12 SITE CONTEXT PLAN - ADJUSTED 5000 2300 Carpark Bay 4 South Building 928.39 m²
BOUNDARY 5400 2600 Carpark Bay 126 North Building 1210.50 m²
DA-21.10 BASEMENT FLOOR PLAN 5400 2600 Disabled Carpark Bay 45 Foyer 174.43 m²
DA-21.20A GROUND FLOOR PLAN BASEMENT: 136 135 LEVEL 1
DA-21.20B GROUND FLOOR PLAN - ADJUSTED GROUND FLOOR South Building 951.19 m²
BOUNDARY 5000 2300 Carpark Bay 2 North Building 1172.76 m²
DA-21.21 LEVEL 1 PLAN 5400 2600 Carpark Bay 64 LEVEL 2
DA-21.22 LEVEL 2 PLAN 5400 2600 Disabled Carpark Bay 1 North Building 1026.98 m²
DA-21.30 ROOF PLAN 6200 2100 Drop-Off Carpark Bay 4 South Building 926.98 m²
DA-30.10 ELEVATIONS 7000 3500 Drop-Off Carpark Bay 2 Grand total 6391.23 m²
DA-31.10 SECTIONS GROUND FLOOR: 73
DA-31.11 SECTIONS LEVEL 1
DA-35.10 NEW EASEMENT PLAN 5000 2300 Carpark Bay 4
DA-35.11 SHADOW DIAGRAMS 5400 2600 Carpark Bay 68
DA-40.05 STAGING PLAN 5400 2600 Disabled Carpark Bay 1
DA-40.06 ANALYSIS PLANS LEVEL 1: 73 (TOTAL REQUIRED DISABLE: 7)
DA-40.12 GROSS BUILDING AREA Grand total: 281
DA-41.01 PERSPECTIVE RENDERS
PARKING SCHEDULE (MOTORCYCLES)
DA-41.02 PERSPECTIVE RENDERS
Description Count
BASEMENT
Motorcycle Bay 20
BASEMENT: 20
GROUND FLOOR
Motorcycle Bay 15
GROUND FLOOR: 15
LEVEL 1
NOTE: 4 MOTORBIKE PLACES EQUAL 1 CAR PARK
Motorcycle Bay 11 34 MOTORBIKE PLACES EQUAL 8 CARPARKS
LEVEL 1: 11
TOTAL CARPARKING BAYS: 290
Grand total: 46
HOFMANN DRIVE MEDICAL CENTRE © Copyright Thomson Adsett Pty Ltd.
ABN 76 105 314 654
COVER SHEET
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 Rev.16
Fortitude Valley Revision 34
Qld 4006 Australia
RIBARJA PROPERTY TA # 18.0048.17 thomsonadsett.com DA-00.00 11.07.2019
Page 22
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 23
BASEMENT
CARPARK
PARKING SCHEDULE (CARS) PARKING SCHEDULE (MOTORCYCLES)
19
Bay Length Bay Width Description Count 11.07.2019 Description Count
BASEMENT BASEMENT
5000 2300 Carpark Bay 4 Motorcycle Bay 20
5400 2600 Carpark Bay 126 BASEMENT: 20
5400 2600 Disabled Carpark Bay 5 GROUND FLOOR
BASEMENT: 135 Motorcycle Bay 15
GROUND FLOOR GROUND FLOOR: 15
5000 2300 Carpark Bay 2 LEVEL 1
5400 2600 Carpark Bay 64 Motorcycle Bay 11
5400 2600 Disabled Carpark Bay 1 LEVEL 1: 11
6200 2100 Drop-Off Carpark Bay 4 Grand total: 46 DA-30.10
7000 3500 Drop-Off Carpark Bay 2 1
GROUND FLOOR: 73
LEVEL 1
5000 2300 Carpark Bay 4
5400 2600 Carpark Bay 68
5400 2600 Disabled Carpark Bay 1 BICYCLE PARKING TO R
ILDING OVE
LEVEL 1: 73
AS/NZS 2890.3 2015 LINE OF BU
Grand total: 281 LINE OF BUILDING OV
ER 2600
300 2300 2600
PEDESTRIAN ZONE / NON VEHICLE AREA
STAIRS
BUILDING
SMALL SERVICES
5400
CAR AND
SERVICES
WATER
STORAGE
6200
6200
5400
2600
5400
LIFT
DA-30.10
2 CHAINLINK FENCE
LIFT
BICYCLE STORE (72 BAYS)
HYDROTHERAPY POOL LOBBY
PLANT/STORE
2600
82.16 m² RAMP FROM
END OF TRIP (F) END OF TRIP (M) GROUND LEVEL
5400 6200 5400 5400 6200 5400
STAIRS
5400
RL 2.80 m
DA-30.10
STAIRS 4
2600 2600 2600
STAIRS
7400
7400
FUTURE
MOTOR
DEVELOPMENT CYCLE
PARKING
19
11.07.2019
5400
5400
SMALL SMALL MOTOR CYCLE
CAR CAR PARKING
2600
2600
6200
6200
300 2300
SMALL CAR
ACCESS
CONTROL
5400
RAMP UP TO
SERVICES GROUND LEVEL
BOOM
STAIRS GATES
3 CARETAKER STORE
UNDER RAMP
INDUSTRIAL ZONE DA-30.10
20 m
0 2 4 6 10
HOFMANN DRIVE MEDICAL CENTRE © Copyright Thomson Adsett Pty Ltd.
ABN 76 105 314 654
BASEMENT 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.19
Fortitude Valley Revision 34
Qld 4006 Australia
RIBARJA PROPERTY TA # 18.0048.17 thomsonadsett.com DA-21.10 11.07.2019
Page 24
PYLON SIGNAGE TO
COMPLY WITH NOOSA
GROUND FLOOR PLAN A
DA-31.10
B
DA-31.10
PYLON SIGN COUNCIL ADVERTISING
DA-31.10
C PYLON SIGN
(OPTION 1) DEVICES CODE (OPTION 2)
ENTRY AND GREEN FORECOURT
TH DEEP PLANTING
250
TPA
MIN
O
0
F O ZONE - BIO
.
PARKING SCHEDULE (CARS) EXISTING TREE
RETENTION
Bay Length Bay Width Description Count
DRIVE
MANN
HOF
BASEMENT
FIRE HYDRANT
5000 2300 Carpark Bay 4 HT SHRUBS
BOOSTER LOW HEIG
5400 2600 Carpark Bay 126 ADJUSTED BOUNDARY DROP OFF
3380
F
5400 2600 Disabled Carpark Bay 5 DROP OF
AREA 85m²
BASEMENT: 135
2135
GROUND FLOOR EXISTING TREE
S E ME NT
8000
5000 2300 Carpark Bay 2
TING E A
5400 2600 Carpark Bay 64
LINE OF EXIS
21642
5400 2600 Disabled Carpark Bay 1 SITE ACCESS
H DA-30.10
6200 2100 Drop-Off Carpark Bay 4 FOOTPAT
FOOTPATH
7000 3500 Drop-Off Carpark Bay 2
BICYCLE STORE MOBILE GENERATOR
1
E M E NT
S
W EA
GROUND FLOOR: 73
(10 BAYS) LOCATION E F/ E
LEVEL 1 OF N F
P O ZON
LINE
10502
O
5000 2300 Carpark Bay 4 DR DING OOF OVER
4000
28
TRANSFORMER A LINE OF R
5400 2600 Carpark Bay 68 FO LO
17.07.2019
OT
FOR STORM WATER PROTECTION
5400 2600 Disabled Carpark Bay 1 LINE OF ROOF OVER
P AT
LEVEL 1: 73 H FF
AMBULANCE DROP-O
1:100 SLOPE UP
Grand total: 281 28
17.07.2019 STAIRS
WASH WASTE LOADING
360L BINS
28 BIN STORE BAY VEHICLES: SIDE
7016 STAIRS 17.07.2019
240L BINS
LOADER V SERIES
VEHICLE LENGTH 10250
SECURE A
FUTURE WASTE VEHICLE HEIGHT 3800
8000
STORE
GREEN ZONE TENANCY 2
WASTE -
LOADING DOCK A: SIDE LOADING
TENANCY 1 B 159.03 m² REFUSE TRUCK
157.07 m²
1100L BINS
102.80 m²
B: REAR LOADING
REFUSE TRUCK
REHABILITATION MEDICAL
CENTRE CENTRE
421.19 m² 835.45 m² 15044
FOYER LIFT
DA-30.10 173.76 m²
2
RL 5.80 m
BIO LIFT
1:8 SLOPE DOWN
RETENTION
TO BASEMENT
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
5400
FIRE EXIT
MOTOR CYCLE
PARKING 2600
8000
6460
6460
2600
3219 2300 2600
7890
5400
5400
SMALL
CAR
TURNING
BAY
FIRE EXIT
SMALL
5440
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.28
Fortitude Valley REVISED DA
Qld 4006 Australia
RIBARJA PROPERTY TA # 18.0048.17 thomsonadsett.com DA-21.20A 17.07.2019
Page 25
LEVEL 1
TENANCIES
PARKING SCHEDULE (CARS)
Bay Length Bay Width Description Count
A B C
DA-31.10 DA-31.10 DA-31.10
BASEMENT
5000 2300 Carpark Bay 4
5400 2600 Carpark Bay 126
RI VE
NN D
5400 2600 Disabled Carpark Bay 5
OF MA
BASEMENT: 135
GROUND FLOOR 18
H
11.07.2019
5000 2300 Carpark Bay 2
18627
5400 2600 Carpark Bay 64
16682
5400 2600 Disabled Carpark Bay 1 SIT
NT EA
6200 2100 Drop-Off Carpark Bay 4 DA-30.10
E A S E ME CCE
7000 3500 Drop-Off Carpark Bay 2 SS
1
GROUND FLOOR: 73
LEVEL 1
7108
5000 2300 Carpark Bay 4 IMILAR
OF OR S
5400 2600 Carpark Bay 68 GLASS RO
5400 2600 Disabled Carpark Bay 1
LEVEL 1: 73 BALCONY
Grand total: 281 BALCONY
BALCONY
BALCONY STAIRS
1600
FUTURE STAIRS
PATHOLOGY + 1600
CONSULTATION
GREEN ZONE 72.64 m² RADIOLOGY 1
TENANCY 3
132.44 m² VOID
221.70 m²
TENANCY 4
229.52 m² VOID
RECEPTION /
WAITING
50.01 m²
1600
1600
LIFT
DA-30.10 CONSULTATION CONSULTATION 1600
2 41.83 m² 46.90 m²
1600
RL 9.00 m
TENANCY 5 LIFT
276.51 m² RADIOLOGY 2
167.70 m² EXISTING
TENANCY 6
BUILDING
120.78 m² RADIOLOGY 5
109.21 m²
STAIRS
OUTDOOR BRIDGE
ELECT. COMMS.
1600
1600
7 m² 8 m² DA-30.10
STAIRS 4
FUTURE STAIRS
TENANCY 7 RADIOLOGY 4 RADIOLOGY 3
7000
7000
VOID VOID 57.45 m² 68.59 m²
DEVELOPMENT D 157.37 m² D
DA-31.11 DA-31.11
AC PLANT TURNING
5400
5400
AC PLANT BAY
SMALL SMALL
CAR CAR
POSSIBLE CARPARK ROOF AT A FUTURE STAGE POSSIBLE CARPARK ROOF AT A FUTURE STAGE 2600 2300 2300 3818
8000
6460
6460
3219 2300 2600 2600 2600
SMALL
5400
5400
5400
CAR
5000
TURNING
BAY
SMALL
5400
CAR RAMP UP FROM GROUND LEVEL
E E
2700
VOID
APPROX. 1: 8
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
INDUSTRIAL ZONE DA-31.10 DA-31.10 DA-31.10
20 m
0 2 4 6 10
HOFMANN DRIVE MEDICAL CENTRE © Copyright Thomson Adsett Pty Ltd.
ABN 76 105 314 654
LEVEL 1 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.18
Fortitude Valley Revision 34
Qld 4006 Australia
RIBARJA PROPERTY TA # 18.0048.17 thomsonadsett.com DA-21.21 11.07.2019
Page 26
18 July 2019
Appendix 2
Site Survey
Excellence with Economy in Engineering 20
l:\7000-7999\7700-7799\7700\reports\18-07-19 stormwater management plan_issue d.docx
Page 27
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
S y / . |
Y SL6.309 Y SL 6.066 be
7 + / + j
/ /
7
/ UL /
SL6.435 4 4
+ 4 VY
4 Y ZY
4 / Y
i Y
oa SL 6487 va
/ St A +
J 4
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
/ 4
/ Y
/ L
J 4
/ 4
SU 5.772
SL 5.960 _
+ ,
L c
“ee SL5.592__
/ 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 28
18 July 2019
Appendix 3
MPN Plans
Excellence with Economy in Engineering 21
l:\7000-7999\7700-7799\7700\reports\18-07-19 stormwater management plan_issue d.docx
Page 29
TOW RL 7.20
MEDIUM PARTICLE SIZE CONTENT/ SIEVE - % PASSING
PROPOSED
II II SANDY LOAM COMPLIANT WITH 5 - 10 % ORGANIC
II
II
II
II 7 II II II
II
II
II
II
II
II
II
II
II
RETAINING WALL
II
II
II
II
6 FAWB GUIDELINES pH 6.0 - 8.0
RAMP 1:8 200mm/hr HYDRAULIC
7
II
7 CONDUCTIVITY. REFER LANDSCAPE
COARSE SAND 1.0mm TYP. 1.4mm - 100% ARCHITECTS DRAWINGS
1.0mm - 80% FOR SURFACE VEGETATION
0.7mm - 44%
DETENTION
0.5mm - 8.4%
EXTENDED
GRANULAR 5mm
300
BACKFILL
ROAD 1 SL 9.0
BASEMENT (BELOW) 0
AT FFL 2.80
SURFACE LEVEL
500
SANDY LOAM. TO SATISFY A
HYDRAULIC CONDUCTIVITY
OF 200mm / hr.
100
200
LANDSCAPE 2 LANDSCAPE 1
CAR PARK DRAINAGE SHOWN INDICATIVE
AND TO BE CONFIRMED BY HYDRAULIC
ENGINEER AT DETAILED DESIGN STAGE BIO RETENTION BASIN
COARSE SAND GRANULAR 150Ø SLOTTED uPVC PIPE
FILTER AREA = 100m2 BACKFILL WITH 1.5-2mm SLOTS (2.5m MAX
IL 4.85 GRANULAR BACKFILL
CTRS, 0.5% MIN. GRADE)
SL 5.65
Q100 WATER LEVEL RL 6.89 TYPICAL SECTION - BIO-RETENTION BASIN
SCALE 1:20
RAMP IS NOT SUBJECT TO ROOF TO DISCHARGE TO TOW RL 7.20
RAMP
DIRECT RAINFALL (ROOFED) BIO RETENTION BASIN PROPOSED
RUNOFF TO BASEMENT RETAINING WALL
WILL BE MINIMAL Q100 WATER LEVEL 6.89
ROOF
ROOF 1200 x 1200 GRATED OUTLET PIT GRATE LEVEL 6.85
GROUND FLOOR
GROUND FLOOR GRATE LEVEL RL 6.85
FFL 5.80
FFL 5.80 225Ø ORIFICE IL 6.25
6 375Ø ORIFICE IL 5.95 225Ø ORIFICE
375Ø ORIFICE
IL 6.25
IL 5.95
UNDERGROUND
DETENTION TANK 1200 x 1200 GRATED
FALL
OUTLET PIT
SWALE 1 FALL BIO BASIN SURFACE LEVEL 5.65
ROAD 2
0 0.2 0.4 0.6 0.8 1.0
LANDSCAPE 4
SCALE 1:20 (A1) 1:40 (A3)
LANDSCAPE 3 0 0.5 1.0 2.0 2.5
E S
E
EX5.40 E W W T W SCALE 1:50 (A1) 1:100 (A3)
T
S
FH
E
FSL5.40 S W S T
AY
S
0 1 2 3 4 5
G DRIVEW
S S E W T S
EXISTIN S S
S S
E T S
S S W
S S E T S SCALE 1:100 (A1) 1:200 (A3)
T W OUTLET PIPE
S S
S S S E S
T W 0 5 10 12.5
S
600Ø
S S S
E S SWALE 2
T W S
E
SW SW SW SW T W 6 SCALE 1:250 (A1) 1:500 (A3)
SW SW S
6
SW SW E W
IL 4.506 SW SW SW T S
SW E W
T
S G 18.07.19 ISSUED FOR APPROVAL ND MH
W SW
CONNECT TO EXISTING E SW F
OUTLET TO BASIN
STORMWATER PIT W T
S
SW
SW BIO RETENTION BASIN OUTLET PIT DETAIL 12.07.19 ISSUED FOR APPROVAL ND MH
E IL 4.290 (ESTIMATED) E SW SCALE 1:20 E 16.05.19 PRELIMINARY ISSUE KC MH
T
S
W W SW SW SW
E T
D 17.04.19 PRELIMINARY ISSUE KC MH
25000 C 30.10.18 PRELIMINARY ISSUE KC MH
150 COVER
12500 900 x 900 ACCESS
B 24.08.18 PRELIMINARY ISSUE KC MH
900 x 900 ACCESS ISSUE DATE AMENDMENT BY APP
800
900 x 900 900 x 900
SURFACE LEVEL RL 5.75 EXISTING
LEGEND PROPOSED COPYRIGHT: THIS DESIGN AND PLANS ARE NOT TO BE USED OR REPRODUCED
WHOLLY OR IN PART WITHOUT WRITTEN PERMISSION OF MPN
ACCESS ACCESS CONSULTING PTY LIMITED 2017 ©
PROPERTY BOUNDARY
MPN Consulting Pty Ltd
mpn
Q100 WATER LEVEL RL 5.35 5.00 CONTOUR ABN: 39 062 191 799
WEIR RL 5.25
650
INLET 525Ø INLET BUILDING 39 Sherwood Road, Toowong, Qld, 4066
WEIR RL 5.25 P: 61 7 3335 4555
OUTLET BASE RL 4.60 CONCRETE consulting F: 61 7 3371 3196
RL4.60
4000
1500 INLET KERB E: [email protected]
525Ø BASE AREA = 100m2
KERB AND CHANNEL CLIENT:
OUTLET 2 x 375Ø ORIFICE IL 4.60
1500
NOT FOR CONSTRUCTION
1 FLUSH KERB
-
300Ø ORIFICE IL 4.90 SECTION 1 SW STORM WATER MAIN RIBARJA PROPERTY
SCALE 1:50 -
W WATER MAIN
S SEWER MAIN
HOFMANN DRIVE MEDICAL CENTRE
900 x 900
ACCESS 900 x 900 TREATMENT TABLE T TELSTRA CABLE
ACCESS E U/G ELECTRICITY
PROVIDE TURF TO CATCHMENT IMPERVIOUS
MUSIC NODE TREATMENT TYPE O/H ELECTRICITY HOFMANN DRIVE, NOSSAVILLE QLD
N
AREA (Ha) AREA (%)
DETENTION TANK DETAIL PLAN FULL WIDTH OF SWALE SWALE DRAIN
SCALE 1:100
ROOF 0.305 100 FINISHED SURFACE LEVEL FSL 22.22 STORMWATER DRAINAGE
4 4
1 1 LANDSCAPE 1 BIO RETENTION BASIN 100m 2
0.02 0 TREATMENT PLAN
ROOF AREA
ROAD 1 0.239 100 DESIGN: ND DRAWN: ND SCALES: AS SHOWN
0.125m MIN
PROVIDE ADEQUATE LANDSCAPE 2 BYPASS 0.035 0 CHKD: APPRD: DATE:
FALLS TO OUTLET ROAD AREA
LANDSCAPE 3 SWALE 1 0.016 20 mpn JOB DRAWING No. REV
SWALE DRAIN
N.T.S.
LANDSCAPE 4
ROAD 2
SWALE 2
BYPASS
0.037
0.022
20
100 LANDSCAPE AREA
7700 DA.01 G
TOTAL 0.674
FOR APPROVAL
The text continues on page 30.