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Westfield Knox Drainage Analysis
Flooding, Construction and Stormwater Quality Advice 59914509_R002 Version 1.0 Final
Prepared for Westfield Design and Construction Pty Ltd
01 April 2014
Westfield Knox Drainage Analysis
Flooding, Construction and Stormwater Quality Advice 59914509_R002 Version 1.0 Final
Westfield Knox Drainage Analysis Flooding, Construction and Stormwater Quality Advice
01 April 2014 Cardno ii
Contact Information
Cardno (NSW/ACT) Pty Ltd
ABN 95 001 145 035
150 Oxford Street
Collingwood
VIC 3066
Telephone: 03 8415 7777
Document Information
Prepared for Westfield Design and
Construction Pty Ltd
Project Name Flooding, Construction and
Stormwater Quality Advice
File Reference 59914509_R002_v02_draft.docx
Job Reference 59914509_R002 Version 1.0
Final
Date 01 April 2014
Document Control
Ve
rsio
n Date Description of Revision
Pre
pa
red
By
Prepared
(Signature)
Rev
iew
ed
By
Reviewed (Signature)
0.1 13 March 2014 Draft Advice MR/DW/DB/RH
Megan Ridgway
Daniel Wood
Daniel Banks
Rob Henry
RCS Rob Swan
0.2 18 March 2014 Draft MR/DW/DB/RH
Megan Ridgway
Daniel Wood
Daniel Banks
Rob Henry
RCS Rob Swan
1.0 01 April 2014 Draft MR/DW/DB/RH
Megan Ridgway
Daniel Wood
Daniel Banks
Rob Henry
RCS Rob Swan
Ve
rsio
n
Reason for Issue Approved for Release
By
Approved
(Signature)
Approved Release Date
0.1 Draft RCS Rob Swan 14/03/2014
0.2 Draft for Comment to Melbourne Water RCS Rob Swan 18/03/2014
1.0 Final RCS Rob Swan 01/04/2014
© Cardno 2013. Copyright in the whole and every part of this document belongs to Cardno and may not be used, sold, transferred, copied or reproduced in whole or in part in any manner or form or in or on any media to any person other than by agreement with Cardno.
This document is produced by Cardno solely for the benefit and use by the client in accordance with the terms of the engagement. Cardno does not and shall not assume any responsibility or liability whatsoever to any third party arising out of any use or reliance by any third party on the content of this document.
Westfield Knox Drainage Analysis Flooding, Construction and Stormwater Quality Advice
01 April 2014 Cardno iii
Table of Contents
1 Introduction 4
1.2 Previous Advice 4
2 Scope of Services 5
3 Flood Impacts 6
4 Construction Over Blind Creek Main Drain 10
4.1 Site details 10
4.2 Construction Methodology Statement 11
4.2.1 Future excavation works to replace sections of the Pipes 11
5 Stormwater Quality Treatment 14
6 Conclusions 17
6.1 Digital Deliverables 17
Appendices
Appendix A Westfield Knox Design Plans (KNOX-2013-SCH8-U3)
Tables
Table 5-1 Proposed Bioretention Size 15
Table 5-2 MUSIC Model Parameters for Bioretention Node 16
Figures
Figure 1-1 LSIO overlay at Westfield Knox site 4
Figure 3-1 New development area (ground level) 6
Figure 3-2 Flood Levels, Existing Conditions 7
Figure 3-3 Flood Levels, Development Conditions 7
Figure 3-4 Flood Level Difference, Developed minus Existing 8
Figure 3-5 Flood Hazard, Existing Conditions 9
Figure 3-6 Flood Hazard, Development Conditions 9
Figure 4-1 Drainage Easement Alignment 10
Figure 4-2 Typical 20-tonne Excavator Specification 12
Figure 4-3 Excavating in the 6 to 6.8 m clearance range 13
Figure 4-4 Excavating in the 5.6 to 6.0 clearance range 13
Figure 4-5 Franna AT-15 Crane Specification 13
Figure 5-1 WSUD Catchment Plan 14
Figure 5-2 MUSIC Model Setup 15
Westfield Knox Drainage Analysis Flooding, Construction and Stormwater Quality Advice
01 April 2014 Cardno 4
1 Introduction
The Westfield Knox Project comprises a re-development and refurbishment of an existing shopping complex.
The existing site comprises some 142,000 m2 of leasable space, including Myer, Target, K Mart and two Coles
supermarkets, along with a substantial cinema complex flanked by almost twenty food or entertainment tenancies.
Almost 6200 parking spaces are distributed across the site. New development is proposed additional to and
connecting with the existing development.
These changes do not impact the overall impervious area of the site.
Initial investigations indicate the northern portion of the site is in the Land Subject to Inundation Overlay
(LSIO) under the Knox Planning Scheme as shown in Figure 1-1. Melbourne Water is the floodplain
management authority for the area.
Figure 1-1 LSIO overlay at Westfield Knox site
1.2 Previous Advice
Cardno has previously provided a detailed report on the existing flood behaviour at the Westfield Knox site
(Report 59914509_R001_V1, dated 12 December 2013), included by Westfield as part of the planning
application for the site.
Westfield Knox Drainage Analysis Flooding, Construction and Stormwater Quality Advice
01 April 2014 Cardno 5
2 Scope of Services
Before agreeing to grant a planning permit, Melbourne Water raised a number of issues that were of concern
to them regarding the proposed redevelopment including:
1. The proposed development is inconsistent with State and Local Planning Policy relating to drainage
and floodplain management.
2. The proposed development is inconsistent with the purpose and decision guidelines set out in the
Land Subject to Inundation Overlay (LSIO) within the Knox Planning Scheme.
3. The proposed development is subject to inappropriate and unacceptable flood risk, where the safety
of land users may be affected and potential for flood damage is excessive.
Melbourne Water provided additional information with regard to the reasons for the concerns described
above. This information included:
1. The development increases flood levels by up to 120mm on site and by up to 50mm on neighbouring
properties;
2. Analysis of the impact of the loss of flood storage on the site is to be considered;
3. More detail needs to be provided to Melbourne Water regarding flood hazard and other
characteristics across the car park;
4. That all floor levels and basement car park entrances must be 600mm above the applicable flood
level; and
5. Construction of a multi-storey car park above the Blind Creek Drain is not to be considered (without
an appropriate construction methodology)
Additionally, the City of Knox requested additional details of the proposed water quality treatments to
appropriately treat stormwater generated from the development. To address these issues, Cardno has
undertaken the following works to assist Westfield:
1. Undertake additional modelling to assess the impact of reducing the construction boundary on the
northern side of the development;
2. Develop a construction methodology to allow for maintenance and/or replacement of the existing
Blind Creek Main Drain, to reduce as much as practically possible the vertical clearance required
above the drain. This methodology will be generally cost comparable to the cut and cover approach.
3. Provide advice with regards to stormwater treatment (WSUD) on the site, in consultation with Land
Design Partnership (Lindsay Fraser) including:
a. Review redevelopment plans
b. Produce a MUSIC model of proposed treatment requirements
c. Indicate on master plan document the indicative treatment areas required.
d. Identify land take requirements
e. Propose alternative treatment should land be limited to meet WSUD targets.
Westfield has provided design plans (KNOX-2013-SCH8-U3-D) that have informed the works. These plans
are found in Appendix A.
Westfield Knox Drainage Analysis Flooding, Construction and Stormwater Quality Advice
01 April 2014 Cardno 6
3 Flood Impacts
In order to reduce the flood impacts of the development, the construction limit on the northern side of the
development has been amended from the original proposal, to remove a constriction in the flowpath along
the northern side of the site. This constriction was caused by the proposed ramp to an upper storey carpark.
Based on advice from Westfield, Cardno have assessed a development area that extends no further into the
floodplain on the northern side than the existing northern building limit adjacent to the flowpath. The new
development areas are shown in green on Figure 3-1 and have been modelled as complete blockages to
flow. These areas are consistent with those shown in the Westfield Plan KNOX-2013-SCH8-U3, although the
area blocked on the northern building line is slightly greater in the model.
Figure 3-1 New development area (ground level)
Cardno have liaised with Melbourne Water to obtain information with regard to the volume and extent of
floodwaters that traverse the site. The site is immediately downstream of a large retarding basin, designed to
reduce the impact of flooding on downstream properties. Flow rates leaving the basin are approximately
23 m3/s in the 100-year ARI event. The retarding basin does not spill until the flood event is in excess of the
20-year ARI.
Information received from Melbourne Water indicates the basin system reduces the peak flow rate entering
the Westfield site substantially, with a peak overland flow of 13.8 m3/s expected through the car park. An
underground pipe system carries an additional 9 m3/s between the retarding basin and the western side of
Stud Road. Note that these figures were inadvertently reversed in our previous report. The critical storm
duration has been identified as the 12 hour event. These flow rates were extracted from the Blind Creek MD
Redevelopment Services Scheme Report (GHD, 2009) provided by Melbourne Water.
The modelled existing conditions flooding is shown in Figure 3-2
Westfield Knox Drainage Analysis Flooding, Construction and Stormwater Quality Advice
01 April 2014 Cardno 7
Figure 3-2 Flood Levels, Existing Conditions
The model was run including the proposed development. The results of the developed case model are
shown in Figure 3-3. The difference between the developed and existing conditions is shown in Figure 3-4.
Figure 3-3 Flood Levels, Development Conditions
Westfield Knox Drainage Analysis Flooding, Construction and Stormwater Quality Advice
01 April 2014 Cardno 8
Figure 3-4 Flood Level Difference, Developed minus Existing
A key concern of Melbourne Water was that the increase in flood levels on the site was up to 140 mm and of
the site was up to 100 mm. The results show that the new development alignment reduces the flood impacts
on site to less than 100mm and off site to no more than 40 mm. The flood extent is unchanged and the area
of offsite impact is limited to public reserves. We note that the proposed floor level for the new development
areas of 69.0 m AHD are at least 600 mm above the flood level.
Based on the results of the model, under the existing conditions, a maximum flood volume of 20,700 m3
could be stored on the site. In the post development conditions, a maximum flood volume of 20,300 m3 was
stored on the site (these numbers are calculated by multiplying the average depth of flooding across the site
by the area of flooding), which is a change in flood storage of approximately 2%. It is considered that this
change is negligible in the context of the wider floodplain and the significant retarding basin upstream of the
site. The maximum inflow rate to the site is 13 m3/s in the 1% AEP event and as such, the loss in flood
storage only accounts for 32 seconds of inflow to the site.
Consideration of Flood Hazard on the site should be undertaken in the context of the existing flood behaviour
and hazard characteristics. The existing site is flood impacted, with floodwaters in the northern and western
car park areas. Flood hazard on the site is location specific, with some areas of deeper water contributing to
higher hazard values. The flood hazard classes, as per Melbourne Water’s Technical Specification for Flood
Mapping (2013), for the existing and developed conditions are shown in Figure 3-5 and Figure 3-6.
It can be seen from the figures that the flood hazard across the site is slightly increased as a result of the proposed changes to the development; however the overall flood hazard on the majority of the area remains either low or moderate. The total area flooded is reduced as a result of the proposed changes. It is noted that all the additional car park areas, shopping area extensions will all be set well above the existing flood levels. In addition, safe access to Burwood Highway is provided for all users of the shopping centre. In terms of flood damage, fewer cars would be exposed to flooding under the proposed development conditions than under the existing conditions. The proposed main access from Stud Road is moved to the northern boundary as part of the redevelopment. The existing main access road includes a high hazard
Westfield Knox Drainage Analysis Flooding, Construction and Stormwater Quality Advice
01 April 2014 Cardno 9
area near the existing roundabout. The proposed new main entry road provides a low hazard access along the northern boundary. It is considered that this reduces the overall flood risk.
Figure 3-5 Flood Hazard, Existing Conditions
Figure 3-6 Flood Hazard, Development Conditions
Westfield Knox Drainage Analysis Flooding, Construction and Stormwater Quality Advice
01 April 2014 Cardno 10
4 Construction Over Blind Creek Main Drain
Melbourne Water had concerns about the construction of multistorey car parks above the Blind Creek Main
Drain. Melbourne Water advised that they would require a minimum 7 metre clearance above the drain to
allow appropriate access for replacement of the drain., This requirement could be modified if an appropriate
work method statement detailing how maintenance access to the drain can be maintained with a lower
clearance, provided that the method does not disadvantage Melbourne Water. Cardno has developed a work
method statement that we believe meets these requirements.
The Blind Creek Drain consists of twin 1900 diameter pipes with cover of about 1 m, over which there
currently exists an asphalt car park. The preliminary plans show that the headroom above the stormwater
pipes will vary between 6.8 m to 5.6 m from the existing ground surface. The Mezzanine carpark with its
limited 3m headroom has been set back beyond the stormwater pipes lines to allow for approx. 6.8 m
headroom.
As the pipe trench is approx. 3m deep then the new structural footings supporting the new car park structure
along with any other load bearing structural building components, will have to be outside a 45 degree
influence line from the bottom of the trench, offset from the pipe by a minimum of 1.5 m
4.1 Site details
The drainage line is to the north and west of the current shopping centre buildings. It is situated under the
existing carpark and access roads. The pipes are in an existing Floodway and Drainage easement that is
approximately 25 m in width and contains a twin 1950mm diameter stormwater drain which conveys runoff
from a major retarding basin in Lewis park on Blind Creek. The stormwater drain has an approximate depth
to invert of some 3 m below ground level with cover of approximately 1 m. The alignment of the easement
varies through the site as indicated in Figure 4-1.
It is noted that the existing twin 1950mm dia. stormwater drain was constructed in the mid 1970s (Plans
drawn in 1972) and likelihood of the drain needing replacement remedial work or replacement is considered
possible. An internal camera review would assist in determining its current status. Provided they were layed
correctly, the pipes should have a working life of over a 100 years.
Figure 4-1 Drainage Easement Alignment
Westfield Knox Drainage Analysis Flooding, Construction and Stormwater Quality Advice
01 April 2014 Cardno 11
4.2 Construction Methodology Statement
The Construction Methodology set out below demonstrates how the works may be achieved. The
methodology proposed uses standard equipment within the 5.6 m min clearance height above the easement
to allow access for future repair and maintenance access to the existing stormwater drain and pits. This
equipment is the same that would be used with a 7 m minimum vertical clearance. Two methodologies for
pipe maintenance are proposed,
4.2.1 Future excavation works to replace sections of the Pipes
In the event that the existing 1950mm dia. stormwater drain is to be replaced the following construction
methodology is considered to be appropriate given future site constraints.
1. Excavate the material above the pipe. A 20 tonne excavator (Figure 4-2) is recommended as
suitable for the work. Although the excavator arm can rise in excess of this height, it can be limit
controlled to work within recommended 6 m to 6.8 m headroom. (Figure 4-3) The addition of a
spotter may also be appropriate. Additional operational height can be gained in the 5.6 to 6 m zone
by first excavating a 0.5 trench along the length of this section of the works (Figure 4-4) The trucks
could be backed up along this to gain more room for loading
2. Material can be side cast into a 14 tonne single axel truck (7-8 m3 capacity). This requires that the
arm be retained in a flatter configuration than normal, but as such will only have a small effect on the operational timing (less than 5%). With an allowance for 300mm clearance between the underside of the carpark floor over and top of excavators arm, the truck can be adjacent the excavation at a distance suitable for the excavators reach (the optimum for operations). The bucket will load from the drainage excavation hole and be drawn up to the arm as the machine rotates, then within the tippers body it will arc through 180deg to empty the bucket. With a standard size tipper the clearance above the tipper body would be at least 500mm and with the largest size tipper truck, the clearance would be approximately 100 mm in the 5.6 m clearance section.
3. Any excavator under below 40 to 45 tonne will not be able to lift 1900mm diameter pipes. A mobile
crane offers greater flexibility for working within confined spaces with the capability of pipe lengths
being picked up and driven into the easement to be installed;
4. The existing pipe will then be removed from the opposite side of the excavation using a mobile crane
(Franna), on a section by section basis. Removal would begin at the end of the pipe and work
backwards with an open excavation of approx. 3 - 4 lengths of pipe at a time before backfilling
occurs; the Franna would carry these pipes to the stockpile. The Franna crane specifications are
shown in Figure 4-5. The Franna crane will sling the pipes via the lifting lug in the top of the pipe,
travelling with the pipe 500mm of the ground we should be able to maintain a 1320mm clearance to
the underside of the carpark floor over as per Figure 4-3 and Figure 4-4. The Franna provides
optimum versatility to collect and place the drainage pipes for construction purposes.
5. It would then return with new lengths of pipe to also be installed from the opposite side of the
excavation as indicated in Figure 4-3.
6. Access for construction vehicles would be over the existing pavement.
7. Materials would be stock piled and bought in with a front end loader.
The construction methodology proposed for the areas underneath the car park with a 5.6 to 6.8 m headroom,
is consistent with the approach that would be required for the works if Melbourne Water’s 7 m minimum
clearance height was adopted. It is considered that there is no significant cost difference or construction
methodology between the MW proposed 7.0 m clearance and that involved with the 5.6 to 6.8 m minimum
clearance the proposed. A minimum clearance height of 5.6 metres is suitable for the construction over the
Blind Creek Main Drain.
Westfield Knox Drainage Analysis Flooding, Construction and Stormwater Quality Advice
01 April 2014 Cardno 12
Figure 4-2 Typical 20-tonne Excavator Specification
Westfield Knox Drainage Analysis Flooding, Construction and Stormwater Quality Advice
01 April 2014 Cardno 13
Figure 4-3 Excavating in the 6 to 6.8 m clearance range
Figure 4-4 Excavating in the 5.6 to 6.0 clearance range
Figure 4-5 Franna AT-15 Crane Specification
Westfield Knox Drainage Analysis Flooding, Construction and Stormwater Quality Advice
01 April 2014 Cardno 14
5 Stormwater Quality Treatment
Knox City Council has indicated that the proposed development is required to treat stormwater runoff to
provide adequate removal of nutrients including phosphorus and nitrogen. The Council has indicated that
‘raingarden’ area should be in the order of 3-5% of the catchment area.
The Water Sensitive Urban Design modelling was undertaken using the software package MUSIC. The
MUSIC modelling has indicated that the guideline of 3-5% of catchment area is excessive for a well-designed
bioretention system.
A distributed rain garden approach was adopted for the treatment of stormwater to meet best practice
environmental guidelines.
The best practice environmental guidelines require the removal of pollutants from stormwater prior to the
discharge into waterways. The following table is the required removal of pollutants to satisfy best practice.
Pollutant Type Water Quality Objectives
Total Suspended Solids 80% reduction in average annual load of pollutants leaving the developed
unmitigated scenario compared to the developed mitigated scenario
Total Phosphorus 45% reduction in average annual load of pollutants leaving the developed
unmitigated scenario compared to the developed mitigated scenario
Total Nitrogen 45% reduction in average annual load of pollutants leaving the developed
unmitigated scenario compared to the developed mitigated scenario
The site has been split into potential catchment areas based on the location of drainage infrastructure and
suitable locations for treatment devices. A proposed catchment plan is below in Figure 5-1.
Figure 5-1 WSUD Catchment Plan
Westfield Knox Drainage Analysis Flooding, Construction and Stormwater Quality Advice
01 April 2014 Cardno 15
MUSIC modelling was undertaken using Melbourne Water’s MUSIC Guideline with rainfall taken from the
Koo Wee Rup pluviograph station for 2004.
Catchment 5 and Catchment 6 are proposed to receive no biological stormwater treatment within the
bioretention basins. The proposed bioretention basin will act to treat the stormwater from Catchments 1-4 to
a greater level than would otherwise be the case. This will offset the area that is to not be treated.
The MUSIC model setup and results is shown in Figure 5-2 below.
Figure 5-2 MUSIC Model Setup
The size of each proposed bioretention basin is included in Table 5-1 below including a comparison of the
required size according to council guidelines.
Table 5-1 Proposed Bioretention Size
Catchment Catchment Area (ha) Bioretention Area
(MUSIC) (m2)
Bioretention Area
(Council Guidelines) (m2)
Catchment 1 2.40 170 870
Catchment 2 1.60 120 580
Catchment 3 1.24 80 450
Catchment 4 1.11 80 410
Catchment 5 0.80 Untreated Untreated
Catchment 6 0.50 Untreated Untreated
Total 7.65 450 2400 (~3%)
Westfield Knox Drainage Analysis Flooding, Construction and Stormwater Quality Advice
01 April 2014 Cardno 16
MUSIC Model parameters for the bioretention planter bed used are detailed below in Table 5-2.
Table 5-2 MUSIC Model Parameters for Bioretention Node
Parameter Default Value Adopted Value
Saturated Hydraulic Conductivity (mm/hr) 100 360
TN Content of Filter Media (mg/kg) 800 500
Orthophosphate Content of Filter Media (mg/kg) 80 50
Total Suspended Solids K K (m/yr) 8000 8000
C* (mg/L) 20 20
Total Phosphorus K (m/yr) 6000 6000
C* (mg/L) 0.13 0.13
Total Nitrogen K (m/yr) 500 500
C* (mg/L) 1.4 1.4
Filter Media Soil Type Loamy Sand Sand
Number of CSTR Cells 3 3
Porosity of Filter Media 0.35 0.35
MUSIC modelling confirms that a distributed bioretention system will result in a WSUD treatment outcome for the site that meets best practice environmental guidelines.
Westfield Knox Drainage Analysis Flooding, Construction and Stormwater Quality Advice
01 April 2014 Cardno 17
6 Conclusions
The following recommendations can be drawn from this report:
1. The proposed development does not adversely impact flood flows or storage with respect to the
provisions of the Land subject to inundation overlay. The new alignment limits off-site flood level
increases to less than 40 mm and the flood extent is unchanged.
2. Flood Hazard across the site is effectively unchanged although minor local increases are noted. The
realignment of the main entry from Stud Road reduces the hazard at the access to the site. Local
increases in flood hazard, especially around the western car park area can be mitigated as part of the
detailed design for the site. Additionally Flood Emergency Response Plan for the site could be
developed to further mitigate flood hazard and provide for clear operational activities during a flood
event.
3. All new parking areas are above the flood level or protected from flooding and new floor levels are set
at 69.0 m AHD on the ground floor, matching the existing floor level in the area of the new
development. This is 600 mm above the adjacent flood level of 68.4 m AHD.
4. A construction methodology has been developed that allows for maintenance of the existing Blind
Creek Main Drain with a minimum vertical clearance of 5.6 metres. This methodology is similar to that
that would be used by Melbourne Water should a 7 metre minimum vertical clearance be provided. In
our opinion, there is no cost or construction method disadvantage to Melbourne Water with a 5.6
metre minimum clearance.
5. The development site includes enough area in the landscape works to provide for sufficient treatment
to meet stormwater quality targets via a network of distributed bioretention systems.
Based on the above, it is concluded that:
1. The proposed development is consistent with State and Local Planning Policy relating to drainage and
floodplain management;
2. The proposed development is consistent with the purpose and decision guidelines set out in the Land
Subject to Inundation Overlay (LSIO) within the Knox Planning Scheme;
3. The proposed development is not subject to inappropriate and unacceptable flood risk, where the
safety of land users may be affected and potential for flood damage is excessive;
4. Maintenance activities on the Blind Creek Main Drain can be completed with no adverse impact to
Melbourne Water, provided a 5.6 m vertical clearance is maintained; and
5. Water Quality Treatment objectives can be met on the site.
6.1 Digital Deliverables
Cardno has provided with this document appropriate electronic information regarding flood levels, depths,
velocities and hazard class as a Mapinfo table, suitable for submission to Melbourne Water.
Westfield Knox Drainage Analysis Flooding, Construction and Stormwater Quality Advice
01 April 2014 Cardno 18
Flooding, Construction and Stormwater Quality Advice
APPENDIX A WESTFIELD KNOX DESIGN PLANS (KNOX-2013-SCH8-U3-D)
MallEntry
Mal l
Entry
17.0
33.2
16.7
21.4
24.1
25.6
4.5
10.8
17.0
21.0
150.9
102.3
156.3
290.3
GOODS LIFTS
TRAVELATORS TOLEVEL 1 RETAIL OVER
BATTERED SLOPE TO EDGES OF BASEMENT PARKING
BATTERED SLOPE TO
EDGES OF BASEMENT
PARKING
BATTER
ED SLO
PE TO
EDGES
OF BAS
EMENT
PARKIN
G
PASS. LIFT
GOODS LIFTS
RL. 66.0
BATTERED SLOPE TO EDGES OF BASEMENT PARKING
BATTER
ED SLO
PE TO
EDGES
OF BA
SEMENT
PARKI
NG
BATTERED SLOPE TO EDGES OF BASEMENT PARKING
STORAGE
BATTERED SLOPE TO EDGES OF BASEMENT PARKING
NEW L.D.
RAMP UP TO L1 CARPARK
VEHICULAR SERVICE RAMP UP TO STREET LEVEL
BATTER
ED SLO
PE TO
EDGES
OF BAS
EMENT
PARKIN
G
VEHICULAR SERVICE RAMP UP TO STREET LEVEL
RAMP UP TO LEVEL 1
CARPARK
RAMP U
P TO LE
VEL 1
STORAGE
DDSRESERVEAREA
DDSRESERVEAREA
ESCALATORS UP TOLEVEL 1 RETAIL OVER
LINE OF LEVEL 1 ABOVE
BURWOOD HIGHWAY
STUD ROAD
MELBOURNE STREET
ADELAIDE STREET
CAPITAL CITY BOULIVARD
MELBOURNE STREET NORTH
REZES ST
HUGHES ST
LITTLE BURWOOD HWY
L.D.
RELOCATED BUS STATIONRL. 72.4
ALTERATIONS TO EXISTING
ON GRADE PARKING
MELBOURNE STREET
REZES ST
LITTLE BURWOOD HWY
NEW L.D.
LINE OF LEVEL 1 FLOOR PLAN OVER
LINE OF LEVEL 1 FLOOR PLAN OVER
BASEMENT LEVEL CARPARK
Basement Level
RAMP DN TO BASEMENT CARPARK
RAMP UP TO ROOF CARPARK
VEHICULAR SERVICE RAMP DN TO LOADING DOCK
VEHICULAR SERVICE RAMP DN
TO LOADING DOCK
RAMP UP TO L2 CARPARK
RAMP UP TO L2 CARPARK
73
68
69
68
68
68
68
68
68
68
68
70
68
68
70
68
68
68
68
68
69
69
71
70
70
69
71
71
74
70
70
70
70
70
70
70
69
69
70
70
70
70
71
71
71
72
7373
73
70
7271
73
70
73
71 73
72
75
77
76
73
74
75
76
6868
69
68.8
68.6
68.4
68.2
70
69.8
69.6
69.2
69.4
70.2
70.2
70.4
70.4
70.4
70.6
70.6 70.6
70.2
70
69.8
70.4
70.6
69
69.2
69.4
69.6
69.8
68.8
68.4
68.6
69.2
69.4
69.6
69.8
70
70.2
69.8
70.2
71.2
71.2
71
71
70.6
70.6
70.6
67.6
67.4
67.4
67.6
67.6
67.6
67.8
67.6
67.4
67.4
67.4
67.4
67.6
69
69
70
70
70
70
68.8
68.4
69.2
69.6
70
70.2
68.2
68.2
68.4
68.6
68.2
68.6
68.2
68.2
68.2
68.4
70.6
70.8
68.2
69.2
69.8
70
69.6
69.6
69.669.469.2
70
69.4
70
70.4
70.2
70.4
70.4 70
.6
70.2
68.8
68.8
68.4
68.6
68.2
68
68.4
68.6
68.8
69
69.2 69.8
70
70 70
69.2
69.4
69.4 69.6
69.8 70 70
.2
70.4
70.6
70.8
71
71.2
71
71.4
70.4
70.4
69.6
69
70
70.2
70.2
70 70.4
69.869.6
69.4
69.2
69.2
68
68.2
68
68.2
68
67.8
68
67.8
67.8
68
68.2
68.2
68
67.8
68
68
67.8
67.6
68
68.2
67.8
67.6
67.8
67.6
68
68
68
68.2
68.2
68.4
69
68.2
68
68.2
68.8
68.8
68.2
67.4
67.4
67.4
67.6
67.8
68
67.8
68
68.2
68.4
68.2
68
68
67.8
67.6
68
68.2
68.4
68.8
69
69.2
69.4
69.6
68
69
69
68.8
69.2
69.2
69.469.8
67.8
67.8
67.8
68
67.8
68.2
68.6
67.8
68
67.4
67.6
69.670
70.2
70.4
70
70.4
70.2
68.4
68
68.6
68
69
67.8
68.268
68.268
67.8
67.6
67.4
67.4
6867.6
67.8
67.6
72
70.4
70
70
78
71.4
75
76
71 75
70.4
70.2
70.6
70.8
71.2
70.4
70.2
70.4
73
72
75.0
89.8
82.1
11.5
59.1
58.8
50.7 66.7 5.6 40.5 14.6 6.6
PROPOSED DDS
NEW MINI MAJOR
PROPOSED SUPERMARKET
PASS. LIFTTRAVELATORS FROMPARKING BELOW
EXISTING
DEPARTMENT STORE
LEVEL 1
MINI MAJOR
EXISTING SUPERMARKET
EXISTINGLIFT CORE
SPECIALTYLOADING
EXISTING PARKING
ALTERED EXISTING PARKING
ESCALATORS FROM
BASEMENT PARKING BELOW
HARVEY NORMANLOADINGDOCK
BURWOOD HIGHWAY
MEZZANINE OVER
NEW
MINI MAJOR
RL.69.0
RL.69.00RL.69.00
4
24
23
32
9
16
3
staff bicyclestorage /amenities
GOODSLIFTS
GOODS LIFTS
ESCALATORS UP TO L2M
NEW
MINI MAJOR
NEW
MINI MAJOR
NEW
MINI MAJOR
RL. 69.2 RL
. 71.4
RL. 70.0
RL. 70.0
RL. 69.6
EXISTING PARKING
BASEMENT CA
RPARK B
ELOW
RL. 70.
40
visitorsbicycle area
NEW
MINI MAJOR
NEW D
LOADING
DOCK
LINE OFBUILDINGABOVE
TRUCKTURNINGAREA
NEW
MINI MAJOR
RL. 67.8
RAMP D
OWN TO
BASEME
NT PARK
ING
RL. 7
2.50
RL. 70.
40
100 cup
ic metre
Rain W
ater Tan
k
NEW
MINI MAJOR
NEW
MINI MAJOR
ALTERATIONS TO LEVEL 1 CARPARK
ALTERATIONS TO LEVEL 1 CARPARK
STUD ROAD
MELBOURNE STREET
TRAVELATORS UP TO L2
PROPOSED MALL
EXISTING MALL
AMENITIES
STORAGE
AMENITIES
DEMOLISHEX-PASSLIFT
NEW PASSLIFT
MINI MAJOR
RL.69.00
LINE OF L1MCARPARK ABOVE
RAMP DN FROM LEVEL 1M CARPARK
RAMP UP TO LEVEL 1M CARPARK
RAMP DN TO LEVEL 1 CARPARK
RL.69.0
EX. MYER LOADING
DOCK
NEW LOADING
DOCK
NEW L.D.
LOFT L.D.
NEW L.D.
EXISTING COLES
LOADING DOCK
TOYS R USLOADING DOCK
paving refer to level 2 plan
RL.69.0 RL.69.0
RL.69.0
RL.68.5
RL.69.0
RL.69.0
REFER TO LANDSCAPINGDRAWINGS
REFER TO LANDSCAPINGDRAWINGS
REFER TO LANDSCAPING
DRAWINGS
Mall
Ent ry
Mall
Entry
Mall
Entry
MallEntry
MallEntry
Mall
Entry
Mall
Entry
Level 1
Mall
Entry
4
1
2 3
5
7
9
10
8
6
21.8
50.8
48.5
72.3
33.5
72.2
48.6
UP TO PARKING OVER
EXISTINGLIFT CORE
MODIFIED EXISTINGLOADING DOCK
MINI MAJOR DOCK
SPECIALTY LOADING
ESCALATORS FROM L1
BURWOOD HIGHWAY
MINI MAJOR
MINI MAJOR
MINI MAJOR
MINI MAJOR
RL.69.0
RL.69.00
12
31
3
RAMP UP TO LEVEL 2 CARPARK
RAMP UP TO LEVEL 2 CARPARK
ESCALATORS UP TO L2
RL. 69.2 RL
. 71.4
RL. 79.8
RL. 77.2
RL. 74.8
RL. 73.6
RL. 69.4
RL. 70.0
RL. 68.0
RL. 70.0
RL. 70.0
RL. 76.2
RL. 74.6
RL. 68.2
EXISTING PARKING
NEW LEVEL 1M CARPARK
PASS LIFT
NEW RAMP UP TO LEVEL 2 CARPARK
RL. 71.4
RL. 69.2 RL
. 71.4
RL. 71.4
BURWOOD HIGHWAY
STUD ROAD
ADELAIDE STREET
CAPITAL CITY BOULIVARD
MELBOURNE STREET NORTH
HUGHES ST
PROPOSED DDS
PASS. LIFT
MEZZANINE OVER
GOODSLIFTS
GOODS LIFTS
RL. 69.2
RL. 69.6
BASEMENT CA
RPARK B
ELOW
visitorsbicycle area
RAMP D
OWN TO
BASEME
NT PARK
ING
RL. 72.50
RL. 70.4
0
100 cup
ic metre
Rain W
ater Tan
k
NEW
MINI MAJOR
NEW
MINI MAJOR
RL. 68.0
CARPARK BELOW
RAMP DN TO L1 CARPARK
RAMP UP FROM L2 CARPARK
RL. 71.75
EXISTING
DEPARTMENT STORE
LEVEL 1 BELOW
RELOCATED BUS STATION
RELOCATED SUPERMARKET
DOCK
staff bicyclestorage /amenities
RL. 75.0
RL. 72.4
ALTERATIONS TO EXISTING
ON GRADE PARKING
MELBOURNE STREET
REZES ST
LITTLE BURWOOD HWY
RL. 74.6
RL. 75.0
Level 1 Mezzanine
Mall
Entry
MallEntry
Mall
Entry
Mall
Entry
MallEntry
RL. 68.0
RAMP DN TO L1 CARPARK
RAMP UP TO ROOF CARPARK
VEHICULAR SERVICE RAMP DN TO LOADING DOCK
VEHICULAR SERVICE RAMP DN
TO LOADING DOCK
RAMP UP TO L2 CARPARK
RAMP UP TO L2 CARPARK
STUD ROAD
DROP O
FF
4
1
2 3
5
7
9
10
8
6
11.456
10.2
6.814.3
36.540.4
42.3
31.181.5
189.6
33.8
50.0
53.4
23.3
29.6 23.5
41.7
11.7
8.8
EXISTING SETBACK
21.9
102.2
83.1
22.7
156.9
3.0
184.7
METAL DECK ROOFOVER MYER L1 BELOW
VOID
PORTE C
OCHERE
RAMP D
OWN TO
BASEME
NT PARK
ING
VOID VOID VOID VOID VOID
VOID
VOIDVOIDVOID
TRAVELATORS FROMPARKING ABOVE
EXISTINGLIFT CORE
EXISTING DDS
EXISTING E LOADING DOCK
LEVEL 2 CARPARK
MODIFIED EXISTING PARKING
VOID
PROPOSED
AUTO REPAIR
PASS. LIFT
PROPOSED DDS
PROPOSED
MINI MAJOR
EXISTING MYER
DEPARTMENT STORE
LEVEL 2
VOID
VOID
VOID
VOID
VOID
NEWGOODS LIFTS
NEWPASS. LIFT
RAMP UP TO ROOF CARPARK
RL. 74.3
GOODS LIFTS
RL. 74.50
RL. 73.85
PROPOSED
MINI MAJOR
VOID
VOID
GOODS
LIFTS
PROPOSED
MINI MAJOR
RL. 79.8
RL. 67.6
RL. 68.2
RL. 69.0
RL. 70.4
RL. 71.4
RL. 79.8
RL. 77.2
RL. 69.4
RL. 70.0
RL. 69.6 RL
. 69.2
RL. 73.6
5
RL. 7
2.50
RL. 69.0
RL. 68.2
VALET/ CONCIERGE
RL. 68.2
RAMP DN TO LEVEL 1 CARPARK
NEW LEVEL 2 CARPARK
NEW LEVEL 2 CARPARK
RAMP UP TO LEVEL 2M CARPARK
RAMP DN TO LEVEL 1 CARPARK
RAMP UP TO LEVEL 2 CARPARK
RAMP DN TO LEVEL 1 CARPARK
VOID
EXISTING MINI MAJORNEW TRAVELATOS UP TO L2M
PROPOSED MAJOR
VOID
EXISTING
MINI MAJOR
VOID
VOID
VOID
VOID
VOIDVOIDVOIDVOIDVOID
VOID
VOID
VOID
VOID
VOID
EXISTING MINI MAJOR
EXISTING
MINI
MAJOR
PROPOSED
MINI MAJOR
PROPOSED
MINI MAJOR
PROPOSED
MINI MAJOR
PROPOSED
MINI MAJOR
PROPOSED
MINI MAJOR
PROPOSED
MINI MAJOR
RL. 70.6
RL. 71.4
RL. 72.0
RL. 70.8
visitors bicycle area
RAMP UP TO LEVEL 2M CARPARK
NEWGOODS LIFT
PROPOSED LOCATION OF
BUS INTERCHANGE
RL. 71.4
RL. 71.4
RL. 70.8
BURWOOD HIGHWAY
STUD ROAD
ADELAIDE STREET
CAPITAL CITY BOULIVARD
MELBOURNE STREET NORTH
HUGHES ST
PROPOSED
AMENITIE
S
PROPOSED
AMENITIES
K-MART
DEMOLISHEX-PASSLIFT
NEW PASS
LIFT
VOID
VOID
VOID
RL. 74.00
RL. 74.50
RL. 74.60
RL. 74.70
RL. 7410
RAMP DN TO LEVEL 1M CARPARK
RAMP UP FROM LEVEL 1M CARPARK
RL. 74.50
RELOCATED BUS STATION
RL. 75.0
RL. 72.4
MELBOURNE STREET
REZES ST
LITTLE BURWOOD HWY
RL. 77.2
RL. 74.8
RL. 73.6
RL. 76.2
RL. 74.6
RL. 75.0
CAPITAL CITY BOULIVARD
REZES ST
HUGHES ST
RL. 74.50
RL. 74.50
Level 2