Macquarie Centre Stage 2 Development Application ...
Transcript of Macquarie Centre Stage 2 Development Application ...
Macquarie Centre Stage 2
Development Application
Stormwater Management Plan and Water Sensitive Urban Design Strategy
FOR / Civil Engineering Services
CLIENT / AMP Capital
DOCUMENT NO / S19409-RPT-A-001 REV /1 DATE / 24/07/2020
bgeeng.com
S19409-RPT-A-001.docx / Date 27/07/2020 / Page 2
CONTENTS
1 INTRODUCTION 3
1.1 Previous Studies and Background Information 3
2 STORMWATER MANAGEMENT 3
2.1 Existing Stormwater Drainage 3
2.2 Proposed Stormwater Drainage 3
2.3 On-Site Detention 4
2.4 Proposed Development Impact to Runoff 4
2.5 Flooding and Stormwater RFIs 4
3 WATER SENSITIVE URBAN DESIGN STRATEGY 5
3.1 WSUD Objectives 5
3.2 Proposed Treatment Train 5
3.3 Water Quality Modelling 5
3.4 MUSIC Model Results 6
4 CONCLUSION 8
4.1 Summary 8
Appendices
Appendix A Site Survey
Appendix B Concept Stormwater Management Plan
Document Control
Revision Date Description Prepared Reviewed Approved
1 27/07/20 Issued for Amended Stage 2 DA BO AW AW
A person using BG&E Pty Ltd documents or data accepts the risks of:
a) Using the documents or data in electronic form without requesting and checking them for accuracy against the original hard copy version; and
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S19409-RPT-A-001.docx / Date 27/07/2020 / Page 3
1 INTRODUCTION
BG&E have been commissioned to undertake the civil design and stormwater management strategy for the amended Stage 2 Development Application at Macquarie Shopping Centre. This report will inform the stormwater strategy for work extents in the south-western corner of the site bounded by Herring Road and Waterloo Road. The works will involve demolition of parking infrastructure and existing building in the south-western corner of the site near the corner of Herring and Waterloo Road. Following, demolition; proposed works will include a multi-storey mixed retail, parking levels and a new public domain plaza providing pedestrian connectivity and recreation between the centre and the Metro station.
1.1 Previous Studies and Background Information
- WSUD Strategy Report by SCP dated November 2018 outlines the impact of the development works on proposed water quality management and responds to condition 28 of DA approval (LDA2015/0655) for Stage 2 works to the site.
- Flood Impact Statement submitted by SCP dated November 2018 addresses the flood impacts of the redevelopment and responds to condition 29 of DA consent
- Macquarie Park Stage 1 Concept DA Flood Study by Mott Macdonald dated December 2015 which supports the concept submission for the mixed-use redevelopment.
2 STORMWATER MANAGEMENT
2.1 Existing Stormwater Drainage
In the current drainage scheme; the Level 2 carpark catchment is drained by a series of road drainage pits, including a 1.8m lintel kerb inlet pit at the low point of the car park. A Ø300mm RCP pipe located within the easement downstream of this pit, adjacent to the Metro building connects to stormwater drainage network located within Waterloo Road.
The roof catchment areas within the subject site are predominantly drained to basement carpark levels by hydraulic reticulation within the building footprint.
The public road and associated verge areas are drained by the kerb inlet pits of the existing Council stormwater network running along Herring Road and downstream to Waterloo Road.
2.2 Proposed Stormwater Drainage
The amended Stage 2 development includes new plaza built over the existing Level 2 carpark with proposed drainage network to convey surface flows to a water quality treatment chamber. The stormwater management plan has been designed in accordance with Ryde Council’s DCP Part 8.2 Stormwater & Floodplain Management and Stormwater Technical Manual. A variety of proposed slot drains, grated drains and grated surface inlet pits will provide inlet capacity to cater for the 100-year ARI design storm and to also provide visual amenity to the civic space.
The treatment strategy will integrate a variety of landscaped planter beds and end-of-line filter cartridges within the treatment chamber to reduce stormwater pollutant loads in accordance with Ryde’s WSUD guidelines.
The chamber will convey treated flows through a Ø375 mm pipe outlet connecting to an existing kerb inlet pit before discharging to the drainage easement which runs adjacent to a building owned by Sydney Metro. The existing Ø300mm pipe within the drainage easement is to be upgraded to a Ø375mm pipe prior to
S19409-RPT-A-001.docx / Date 27/07/2020 / Page 4
connecting to Waterloo Road Council drainage. The configuration of the tank will maintain low hydraulic head even in the major storm as the chamber is not intended to function as a detention basin.
In case of blockage within the tank; emergency overflow will be conveyed as overland flow safely from the tank access hatch at street level towards the drainage easement to be collected in the existing Waterloo road stormwater network. In case of full blockage of the plaza drainage inlets, excess stormwater will be conveyed as sheet flow towards Herring Road/Waterloo to be collected by Council’s road drainage network.
Additional survey will be undertaken during the design development stage to locate the downstream connection from the easement to Council’s stormwater network in Waterloo Road.
See Appendix B for the concept stormwater management plan.
2.3 On-Site Detention
The available documentation of existing stormwater infrastructure on site did not reveal any on-site detention facilities. Furthermore, with reference to both the Flooding and Stormwater Management Report 1 Concept DA (Mott Macdonald, Dec 2015) and Flood Impact Statement (SCP, Nov 2018); it is recommended that on-site detention facilities are not to be installed as part of the Macquarie Centre redevelopment. As Macquarie Centre is located at the lower extremity of the greater Shrimpton’s Creek catchment, attenuation of stormwater on site may potentially worsen flood conditions and increase peak flows at the culvert under Macquarie Town Centre as a result of detaining local site flows to subsequently coincide with the greater catchment peak flows.
2.4 Proposed Development Impact to Runoff
Updated architecturals of the proposed development have been used as reference to calculate the change in impervious area and expected runoff volumes. The additional impervious area associated with the amended Stage 2 development will create a minor increase of stormwater runoff. For the purpose of conservatively assessing the impact of the amended Stage 2 development; the new development will be assumed to have zero pervious area. The Rational Method was used to quantify the increased runoff for the 1% AEP major storm event, using the following parameters:
- Area = 800 m2 - Rainfall Intensity (Macquarie Park, 100-year ARI duration 5 min (243 mm/hr) - Time of concentration = 6 mins - Runoff Coefficient for Pavement = 0.9
The additional impervious area translates to a minor increase of 48 L/s of runoff in the 100-year ARI storm event. For reference, the Macquarie Park Floodplain Risk Management Study and Plan reports the downstream total flow within Shrimpton’s Creek to be a total of 119,000 L/s. The proposed additional runoff due to the subject development extents would increase the total flow within Shrimpton’s Creek by a minor 0.04%.
2.5 Flooding and Stormwater RFIs
A Flood Impact Statement had previously been prepared by SCP dated 26 November 2018 (Attachment D). Additional requests for information were requested by City of Ryde Council regarding flooding and stormwater (email from Council, 21 January 2019).
Refer to BG&E’s Technical Memorandum - Flooding which has been prepared to address and close out comments made by City of Ryde Council regarding flooding.
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3 WATER SENSITIVE URBAN DESIGN STRATEGY
3.1 WSUD Objectives
Section 3.3 WSUD Controls of the DCP (2014) 8.2 Stormwater Management outlines the stormwater quality performance reduction targets that the water sensitive urban design measures must satisfy:
- 90% Gross Pollutant Reduction - 85% Total Suspended Solids - 60% Total Phosphorus - 45% Total Nitrogen
Furthermore, condition 28 of the concept DA consent requires 50% of non-potable water demand for the Stage 2 development and 80% of the water use in open space areas to be sourced from runoff harvested from rainwater tanks.
3.2 Proposed Treatment Train
The proposed treatment train will incorporate:
- 150 kL rainwater tank - Approximately 110m2 of raingardens - WSUD treatment chamber containing OceanProtect filter cartridges - 2 x litter basket inserts
Raingardens/planter beds have been integrated and coordinated with the landscape architect to encourage a WSUD treatment train that is aesthetically pleasing and provide additional water quality benefit to the plaza with reference to condition 28 of Development Consent (LDA2015/0655).
In conjunction with the integrated planter beds; filter cartridges were proposed to provide end-of-line treatment with ease of maintenance to ensure targets were achieved in accordance with the Ryde DCP WSUD guidelines.
A 150kL rainwater tank has been proposed in coordination with the hydraulic consultant and is included in the water quality treatment train model. With reference to NDY’s Rainwater Capture and Re-use report; it shall satisfy the requirement to provide for 80% of water demand for use in open space areas and 50% of non-potable water demand. Refer to the hydraulic consultant’s Rainwater Capture and Re-use Report, NDY Rev 2, July 2020 for details of the rainwater tank, internal reticulation, water conservation and demand calculations.
3.3 Water Quality Modelling
The following methodology has generally maintained a consistent strategy with the WSUD Strategy Report by SCP, November 2018 and water quality modelling has been incorporated using MUSIC in accordance with Ryde Council’s requirements:
- Pluviograph data from the Sydney Airport AMO 066037 (1988-1998) with a 6-minute interval; - Average Potential Evapotranspiration data for the Sydney Region was input into the model; - The MUSIC model was setup with node pollutant parameters categorised into three areas:
o Roof (Impervious) o Plaza/Hardstand Area (Impervious) o Landscaped / Planter Areas (Pervious)
The water quality catchments for roof/rainwater and planter areas were estimated based on the proposed Stage 2 architectural drawings in coordination with the architect, landscape and hydraulic consultants. Figure 1 and Table 1 summarises the WSUD catchment plan and areas.
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Figure 1 – Water Quality Catchment Plan
Catchment Type Roof Area Plaza Area Landscape Area
Approx Area (m2) 15000 995 110
Table 1 – Catchment Summary
3.4 MUSIC Model Results
The pollutant reduction results for the proposed treatment train is illustrated in Table 2.
Pollutant Water Quality Objective (%)
Pollutant Loading Prior Treatment
(kg/yr)
Pollutant Loading Post Treatment
(kg/yr)
Percentage Reduction
Achieved (%)
Gross Pollutants (GP) 90 407 0 100
Total Suspended Solids (TSS)
85 2800 389 86.1
Total Phosphorus (TP) 60 4.57 1.51 66.9
Total Nitrogen (TN) 45 33.6 16.7 50.2
Table 2 – Summary MUSIC Model Results
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4 CONCLUSION
4.1 Summary
This Stormwater Management Plan and WSUD Strategy for the amended Stage 2 of the Macquarie Centre development satisfies Council’s DCP requirements for Part 8.2 Stormwater & Flood Management, Stormwater Technical Manual, WSUD Guidelines, Mott Macdonald’s Flooding and Stormwater Management report (Rev D, December 2015) and addresses consent condition 28 of Development Consent (LDA2015/0655). The plan demonstrates:
- Encouragement of stormwater/WSUD treatment train which is aesthetically pleasing, with at least half of the WSUD components integrated into landscaped plans for the site;
- Concept 150kL rainwater tank coordinated with the hydraulic consultant and architect to provide 50% of non-potable water demand and 80% of water in open space areas (e.g. irrigation, ponds, water features);
- Satisfies the requirements of the WSUD management plan and pollutant reduction targets in accordance with Council’s WSUD Guidelines and Stormwater Management Guidelines;
- In accordance with Mott Macdonald’s Flooding and Stormwater Management Report and SCP’s Flood Impact Statement, on-site detention (OSD) is not recommended as it could worsen flood conditions associated with the existing culvert running under the Shopping Centre;
- That the additional runoff from the proposed development equates to a negligible increase in stormwater runoff and will not worse flood conditions
Further design development will be undertaken in future stages to provide details of the pit and pipe network and water quality device installation.
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PORTIONS OF HERRING AND
WATERLOO ROADS, NORTH RYDE.
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Sheet No.
RevProj No.
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Drawn
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Approved
Surveyed
Datum
Contour Interval BM
Veris Australia Pty Limited ABN 53 615 735 727
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Scale
MACQUARIE SHOPPING CENTRE
PORTIONS OF HERRING AND
WATERLOO ROADS, NORTH RYDE.
2S4090.435 A
7 of 10 2S4090_WATERLOO_RAMP_REVA.DWG
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P:\BGE\SYD\S19409\100 DRAW\100.2 CIVIL\AUTOCAD\S19409-DRG-C-0000.DWG25/07/2020 5:04:24 PM
FOR DEVELOPMENT APPROVALNOT TO BE USED FOR CONSTRUCTION
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C-0000 A
LOCALITY PLAN ANDDRAWING INDEX
S19409
MACQUARIE CENTRE - STAGE 2MACQUARIE CENTRE GV BO AW AW
AHD MGA
A 27.07.20 ISSUED FOR DEVELOPMENT APPLICATION AW
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TITLE
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SCALE 1:2500
LOCALITY PLAN
DRAWING INDEXDRAWING No. SHEET DESCRIPTION
C-0000 LOCALITY PLAN AND DRAWING INDEX
C-0200 SITEWORKS AND DRAINAGE PLAN LEVEL 3 SHEET 1
C-0201 SITEWORKS AND DRAINAGE PLAN LEVEL 3 SHEET 2
C-0210 SITEWORKS AND DRAINAGE PLAN LEVEL 2
C-0220 SITEWORKS AND DRAINAGE PLAN LEVEL 1
C-0280 CIVIL AND STORMWATER TYPICAL DETAILS
C-0281 CIVIL AND STORMWATER TANK DETAILS
C-0700 EROSION AND SEDIMENT CONTROL PLAN
C-0710 EROSION AND SEDIMENT CONTROL DETAILS
WATERLOO
MACQUARIE PARKSHOPPING CENTRE - STAGE 2CIVIL WORKSLGA CITY OF RYDEMACQUARIE CENTREFOR DEVELOPMENT APPLICATION
SOURCE: NEARMAP
ROAD
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M2
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MACQUARIEUNIVERSITYSTATION
53.1153.11
54.3354.35
54.35
54.9554.6654.60
54.6054.48
54.38
51.4951.78
52.1652.56
52.85
54.1553.22
52.89
54.15
54.40
52.58
53.48
54.13
54.39
54.46
54.42
54.51
54.44
55.0854.25
52.8952.76
54.34
54.47
54.59
54.54
54.48
54.65
54.69
54.64
54.69
54.47_WAT
53.25_WAT
55.52_WAT
54.47_WAT
54.52_WAT
54.47_WAT
55.80_WAT
54.75_WAT
54.63_WAT
56.05
55.88
55.64
55.40
55.1954.99
54.80
54.72
54.64
54.46
54.54
54.38
54.33
54.41
54.1853.83
53.6753.04
52.5652.36
51.40
55.72
55.50
55.27
55.0454.85
54.64
54.51
54.45
54.40
54.25
54.0353.52
52.9052.40
52.1951.26
54.27
54.56
55.94
55.85
55.8355.74
55.53
55.30
55.06
54.88
54.68
54.59
54.51
54.48
54.42
54.29
54.0652.94
52.4151.50
52.23
55.76
54.5654.51
54.38
54.69
54.4451.19
51.8752.74
53.58
54.58
55.02
54.31
54.64
54.5754.48
54.62
54.59
54.47
52.36
HERRING ROAD
WATERLOO ROAD
1:35
TS 55.70
TS 54.85
TS 55.00
TS 55.15
TS 55.30
TS 55.45
55.65
55.90
56.68
56.05
FK 54.60
55.15
55.10
55.25
54.55
55.10
55.20
55.65
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55.35
55.5055.45
TS 55.50
TS 55.3555.60
TS 54.94TS 54.77
55.10
55.10 55.50 55.6055.30
55.60 55.95
56.05
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55.65
(55.70)
55.20
56.25
56.05
55.75
(55.64)
(55.65)(55.40)(55.20)
(54.56)
(54.95)
(54.66)
55.6555.50
55.35
55.65
(54.60)
55.35
55.50
55.60
55.15
(54.55)
(54.60)
56.10
55.75
55.60
(54.99)
54.0554.1054.1554.2054.2554.3054.35
54.4054.40
54.4554.45
54.50
54.50
54.5054.55
54.55
54.55
54.55
54.60
54.60
54.60
54.60
54.65
54.65
54.65
54.70
54.70
54.70
54.6554.75
54.75
54.75
54.80
54.80
54.80
54.8054.85
54.85
54.85
54.90
54.90
54.90
54.95
54.95
54.95
55.00
55.00
55.05
55.05
55.15
55.10
55.10
55.10
55.10
55.15
55.15
55.15
55.20
55.20
55.20
55.25
55.25
55.25
55.25
55.25
55.30
55.30
55.30
55.30
55.25
55.30
55.35
55.35
55.35
55.35
55.35
55.40
55.40
55.40
55.40
55.40
55.45
55.45
55.45
55.45
55.50
55.50
55.50
55.50
55.50
55.55
55.55
55.55
55.55
55.55
55.60
55.60
55.60
55.60
55.60
55.60
55.65
55.65
55.65
55.6555.65
55.65
55.65
55.70
55.70
55.70
55.70
55.70
55.70
55.75
55.75
55.75
55.75
55.75
55.80
55.80
55.80
55.80
55.85
55.85
55.85
55.85
55.90
55.90
55.90
55.95
55.95
55.95
56.00
56.00
56.0556.10
55.30
54.55
∅100
∅225∅225
∅225
∅100
∅100
∅225
∅225
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VERGE TO BE REINSTATED FULL WIDTHPAVERS. REFER TO LANDSCAPEARCHITECT FOR DETAILS ON FINISHES
MATCH TO EXISTING VERGE LEVELS ON BOUNDARY
EXTEND PAVERS FROM NEW LEVEL TO TIE INNEATLY TO EXISTING STATION PAVING. REFER TOLANDSCAPE ARCHITECT FOR DETAILS AND FINSHES.
REMOVE EXISTING BALUSTRADE AND EXTENDPAVERS TO TIE IN NEATLY TO STATION PAVING.REFER TO LANDSCAPE ARCHITECT FOR DETAILSAND FINSHES.
EXISTING 300 X 300 GRATEDSAG PIT TO CAPTURE LOCALISEDSTORMWATER FLOWS.EX GRATE LEVEL: RL54.34
PRELIMINARY INVERT LEVEL: 54.8SEALED LID. FOR FINISHES REFER TOLANDSCAPE ARCHITECT
54.30
54.40
54.40
54.50
54.50
54.60
54.70
54.80
54.90
55.00
PROPOSED SLOT DRAIN - GRADE PIPETO D/S PIT - ACO BRICKSLOT OREQUIVALENT
REFER TO LANDSCAPE ARCHITECT FORDETAILS OF PLANTER BEDS
INTERFACE WITHIN SYDNEY METRO STATION AREASUBJECT TO DESIGN DEVELOPMENT
PROPOSED SLOT DRAIN - GRADEPIPE TO D/S PIT - ACOBRICKSLOT OR EQUIVALENT
FOR LEVELS IN PLANTER BED, REFER TOLANDSCAPE ARCHITECT FOR DETAILS.
FOR LEVELS IN PLANTER BED, REFER TOLANDSCAPE ARCHITECT FOR DETAILS.
PROPOSED 300 x 300 PIT. D/SPIPE TO CONNECT DIRECTLY TOWSUD CHAMBER
PIT OUTLET TO BE CONNECTEDINTO WSUD TANK
PROPOSED SLOT DRAIN - GRADEPIPE TO D/S PIT - ACOBRICKSLOT OR EQUIVALENT
REFER TO LANDSCAPE ARCHITECT FORDETAILS OF PLANTER BEDS
HAND RAILS (TYP) REFER TOLANDSCAPE ARCHITECT FOR DETAILS
2.5% X-FALL
2.5% X-FALL
2.0% X-FALL
K&GK&GK&GK&G
PROPOSED SLOT DRAIN - GRADE PIPETO D/S PIT - ACO BRICKSLOT OREQUIVALENT
1:35
RAMP
1.5%
2%
4%
AWNING ABOVE
AWNING ABOVE
AWNING ABOVE
AWNING
ABO
VE
C-0200 A
SITEWORKS ANDDRAINAGE PLAN LEVEL 3SHEET 1S19409
MACQUARIE CENTRE - STAGE 2MACQUARIE CENTRE GV BO AW AW
AHD MGA 1:100
A 27.07.20 ISSUED FOR DEVELOPMENT APPLICATION AW
SCALE 1:100 AT A1 SIZE
0 31 2 4 5 6m
JOINSC-0201
LEGEND
NOTES:1. LANDSCAPE DESIGN IS INDICATIVE ONLY. REFER TO
LANDSCAPE DRAWINGS FOR PLANTER DETAILS, TREELOCATIONS, PAVING TYPES AND FINISHES
LIMIT OF WORKS
EXISTING STORMWATER PIPE
EXISTING BOUNDARY
PROPOSED STORMWATER PIPE
LANDSCAPE DESIGN(INDICATIVE)
PROPOSED CONTOURS
EXISTING CONTOURS
10.60
10.60
LINE OF DEEP SOIL (REFER TOLANDSCAPE ARCHITECT)
EXISTING STORMWATER PIT
EXISTING GRATEDTRENCH DRAIN
PROPOSED SOLID COVERSTORMWATER PIT
PROPOSED GRATED COVERSTORMWATER PIT
INDICATIVE OVERLANDFLOW DIRECTION
PROPOSED SLOT DRAIN
TREE PIT (REFER TO LANDSCAPEARCHITECT)
EASEMENT BOUNDARY
TIMBER STREET BENCH (REFER TOLANDSCAPE ARCHITECT)
BG&E Pty LimitedC
PROJECT No. DRAWING No. REV.
REVISIONSREV RVDDATE DESCRIPTION
PROJECT TITLESTATUS
REVISIONSREV RVDDATE DESCRIPTION
A1AT SIZE
SCALE
CHECKEDDESIGNEDDRAWN
DATUM
APPROVED
GRID
P:\BGE\SYD\S19409\100 DRAW\100.2 CIVIL\AUTOCAD\S19409-DRG-C-0200.DWG25/07/2020 5:04:47 PM
FOR DEVELOPMENT APPROVALNOT TO BE USED FOR CONSTRUCTION
bgeeng.com
Sydney OfficeL2, 8 Windmill StSydney NSW 2000P / +61 2 9770 3300 E / [email protected]
ARCHITECTCLIENT
AMP CAPITAL PTY LTD33 ALFRED STREET,SYDNEY NSW 2000 Australia
Telephone (02) 9257 5000
n12n11n9n8n7n6n5 n10
n12
56.80
56.71
56.69
56.63
56.62
56.60
56.61
56.57
56.55
56.54
56.6756.67
56.68
56.70
56.71
56.70
56.4656.30
56.05
56.60
56.52
56.50
56.49
56.47
56.44
56.46
56.45
56.44
56.40
56.53
56.53
56.50
56.55
56.55
56.58
56.56
56.58
56.5456.52
56.46
56.3256.16
55.92
55.72
56.54
56.51
56.66
56.54
56.71
56.86
56.60
56.42
56.59
56.54
56.3556.20
55.94
55.85
55.8355.76 56.21
55.9556.00
56.0556.10
56.15
56.2056.25
56.3056.35 56.40 56.45 56.50 56.55 56.60 56.65
56.65
56.70
56.75
56.80
56.85
56.85
HERRING ROAD
3%
3%
1%
2.5%
KO
K&GK&G
KO KO
K&G
PROPOSED NEW BUS SHELTERS.
LAYOUT TBC BY AUTHORITY
PROPOSED NEW BUS SHELTERS.LAYOUT TBC BY AUTHORITY
SUBSTATION UNDER. REFER TOSERVICES CONSULTANTREFER TO LANDSCAPE ARCHITECT FOR FEATURE DETAILS.
REFER TO LANDSCAPE ARCHITECT FOR TREE PIT SCHEDULEAND FEATURE DETAILS.
AWNING ABOVE
AWNING ABOVE
DEMOLISH LAYBACK AND REINSTATE WITH NEW K&G
P1.2 P1.3
n13n12
56.18
56.24
56.30
56.37
56.47
56.62
56.20
56.37
56.29
56.36
56.40
56.65
56.67
56.68
56.70
56.73
56.80
56.46
56.54
56.61
56.50
56.51
56.65
56.68
56.6956.70
56.70
56.66
56.61
56.58
56.5956.66
56.6656.66
56.59
56.66
56.67
56.84
56.80
56.68
56.70
56.71
56.01
56.05
56.12
56.11
56.07
55.98
56.18
56.23
56.22
56.48
56.50
56.52
56.54
56.58
56.63
56.32
56.40
56.49
56.51
56.54
56.55
56.56
56.55
56.39
56.64
56.60
56.55
56.55
56.58
56.56
56.58
56.54
56.20
56.22
55.98
56.04
56.09
56.63
56.6656.65
56.6356.64
56.66
56.65
55.96
56.04
56.56
56.54
56.47
56.30
56.27 56.28
56.2256.25
56.19
56.09
56.35
56.1756.19
56.36
56.15
56.35
56.44
56.50
56.53
56.57
56.59
56.59
56.60
56.59
56.62
56.12
56.24
56.23
56.50
56.63
56.68 56.60
56.64
56.68
56.6856.73
56.6856.66
56.6656.67
56.64
56.48
56.30
56.50
56.33
56.30
56.3556.40
56.45
56.5056.5556.6056.6556.7056.75
56.80
56.85
56.85
HERRING ROAD
HERRING ROAD
1%
EXISTING RAISED PEDESTRIANCROSSING
KO KO
KO
KO
KO KO KO
SUBSTATION UNDER. REFER TOSERVICES CONSULTANT
PROPOSED NEW BUS SHELTERS.LAYOUT TBC BY AUTHORITY
VERGE TO BE REINSTATED FULL WIDTHPAVERS. REFER TO LANDSCAPEARCHITECT FOR DETAILS ON FINISHES MATCH TO EXISTING VERGE LEVELS
AWNING ABOVE
C-0201 A
SITEWORKS ANDDRAINAGE PLAN LEVEL 3SHEET 2S19409
MACQUARIE CENTRE - STAGE 2MACQUARIE CENTRE GV BO AW AW
AHD MGA 1:100
A 27.07.20 ISSUED FOR DEVELOPMENT APPLICATION AW
SCALE 1:100 AT A1 SIZE
0 31 2 4 5 6m
JOINSBELOW
LEGEND
NOTES:1. LANDSCAPE DESIGN IS INDICATIVE ONLY. REFER TO
LANDSCAPE DRAWINGS FOR PLANTER DETAILS, TREELOCATIONS, PAVING TYPES AND FINISHES
LIMIT OF WORKS
EXISTING STORMWATER PIPE
EXISTING BOUNDARY
PROPOSED STORMWATER PIPE
LANDSCAPE DESIGN(INDICATIVE)
PROPOSED CONTOURS
EXISTING CONTOURS
10.60
10.60
LINE OF DEEP SOIL (REFER TOLANDSCAPE ARCHITECT)
EXISTING STORMWATER PIT
EXISTING GRATEDTRENCH DRAIN
PROPOSED SOLID COVERSTORMWATER PIT
PROPOSED GRATED COVERSTORMWATER PIT
INDICATIVE OVERLANDFLOW DIRECTION
PROPOSED SLOT DRAIN
TREE PIT (REFER TO LANDSCAPEARCHITECT)
EASEMENT BOUNDARY
TIMBER STREET BENCH (REFER TOLANDSCAPE ARCHITECT)
BG&E Pty LimitedC
PROJECT No. DRAWING No. REV.
REVISIONSREV RVDDATE DESCRIPTION
PROJECT TITLESTATUS
REVISIONSREV RVDDATE DESCRIPTION
A1AT SIZE
SCALE
CHECKEDDESIGNEDDRAWN
DATUM
APPROVED
GRID
P:\BGE\SYD\S19409\100 DRAW\100.2 CIVIL\AUTOCAD\S19409-DRG-C-0201.DWG25/07/2020 5:05:09 PM
FOR DEVELOPMENT APPROVALNOT TO BE USED FOR CONSTRUCTION
bgeeng.com
Sydney OfficeL2, 8 Windmill StSydney NSW 2000P / +61 2 9770 3300 E / [email protected]
ARCHITECTCLIENT
AMP CAPITAL PTY LTD33 ALFRED STREET,SYDNEY NSW 2000 Australia
Telephone (02) 9257 5000
JOINS
C-02
00
JOINS
ABOV
E
50.6851.89
51.9053.11
53.1154.33
54.35
54.35
54.4854.38
50.8050.67
50.9151.49
51.7852.16
50.97
50.77
54.1553.22
52.8951.67
54.15
54.4051.35
51.90
52.58
53.48
54.13
54.39
50.79
54.46
54.42
50.68
54.51
54.44
50.8850.60
50.61
50.62
50.52
50.48
50.63
50.93
50.68
50.7250.79
50.8550.5150.45
54.34
50.2250.64
50.86
50.64
50.62
50.82
50.70
54.47
54.54
54.48
50.26
50.60
54.47_WAT
53.25_WAT
52.03_WAT
50.81_WAT
55.52_WAT
54.47_WAT
54.52_WAT
54.47_WAT
51.03_WAT
52.09_WAT
54.63_WAT
53.04
52.5652.36
51.40
49.7052.90
52.40
52.1951.26
50.4549.55
47.3347.33
47.3147.34
50.64
52.9452.41
51.50
50.59
50.4652.23
49.58
50.48
47.27
50.08
50.69
51.1951.87
52.7450.12
50.33
50.34
50.40
50.61
50.26
50.51
54.47
50.0750.09
50.5950.13
49.55
50.65
49.8249.82
50.20
50.18
50.20
50.0450.18
50.17
50.18
50.18
50.2050.20
56.0456.04
52.49
49.6552.27
50.6051.55
50.01
49.90
49.87
49.87
49.8849.88
49.8849.85
49.88
52.36
50.07 50.25
50.08
49.99
50.2550.23
WATERLOO ROAD
∅375∅375
EMERGENCY OVERLAND FLOW PATH FROMWSUD TREATMENT TANK TO DRAIN TOEXISTING KERB INLET PIT.
600 X 600 CLOSEDSTORMWATER PIT PROVISIONFOR RAINWATER TANKOVERFLOW CONNECTION.PRELIMINARY LEVELS:PIT GRATE LEVEL: RL50.20PIT INVERT LEVEL: RL49.65
RAINWATER TANK OVERFLOW PIPE OUTLETSLUNG TO L1 SOFFIT AND GRAVITY DRAIN TOPROPOSED PIT PROVIDED. REFER TO HYDRAULICENGINEER DOCUMENTATION FOR DETAILS
WSUD CHAMBER OUTLET TOCONNECT TO EXISTINGSTORMWATER KERB INLET PIT
EXISTING GRATE RL 50.45
DOWNSTREAM CONNECTION FROM PITSUBJECT TO HYDRAULIC CONSULTANTDESIGN DEVELOPMENT
EXISTING 300mm PIPE TO BEUPGRADED TO NEW 375mm PIPE
EXISTING EASEMENTS (Q) + (R).REFER TO NOTES.
WSUD TREATMENT TANK TO TREATBOTH STORMWATER FROM PLAZA ANDOVERFLOWS FROM RAINWATER TANK.SEE DRG-C-0281 FOR DETAILS.IL OF TANK: 48.9
C-0210 A
SITEWORKS ANDDRAINAGE PLAN LEVEL 2
S19409
MACQUARIE CENTRE - STAGE 2MACQUARIE CENTRE GV BO AW AW
AHD MGA 1:100
A 27.07.20 ISSUED FOR DEVELOPMENT APPLICATION AW
SCALE 1:100 AT A1 SIZE
0 31 2 4 5 6m
LEGEND
NOTES:1. LANDSCAPE DESIGN IS INDICATIVE ONLY. REFER TO
LANDSCAPE DRAWINGS FOR PLANTER DETAILS, TREELOCATIONS, PAVING TYPES AND FINISHES
LIMIT OF WORKS
EXISTING STORMWATER PIPE
EXISTING BOUNDARY
PROPOSED STORMWATER PIPE
LANDSCAPE DESIGN(INDICATIVE)
PROPOSED CONTOURS
EXISTING CONTOURS
10.60
10.60
LINE OF DEEP SOIL (REFER TOLANDSCAPE ARCHITECT)
EXISTING STORMWATER PIT
EXISTING GRATEDTRENCH DRAIN
PROPOSED SOLID COVERSTORMWATER PIT
PROPOSED GRATED COVERSTORMWATER PIT
INDICATIVE OVERLANDFLOW DIRECTION
PROPOSED SLOT DRAIN
TREE PIT (REFER TO LANDSCAPEARCHITECT)
EASEMENT BOUNDARY
TIMBER STREET BENCH (REFER TOLANDSCAPE ARCHITECT)
BG&E Pty LimitedC
PROJECT No. DRAWING No. REV.
REVISIONSREV RVDDATE DESCRIPTION
PROJECT TITLESTATUS
REVISIONSREV RVDDATE DESCRIPTION
A1AT SIZE
SCALE
CHECKEDDESIGNEDDRAWN
DATUM
APPROVED
GRID
P:\BGE\SYD\S19409\100 DRAW\100.2 CIVIL\AUTOCAD\S19409-DRG-C-0210.DWG25/07/2020 5:05:31 PM
FOR DEVELOPMENT APPROVALNOT TO BE USED FOR CONSTRUCTION
bgeeng.com
Sydney OfficeL2, 8 Windmill StSydney NSW 2000P / +61 2 9770 3300 E / [email protected]
ARCHITECTCLIENT
AMP CAPITAL PTY LTD33 ALFRED STREET,SYDNEY NSW 2000 Australia
Telephone (02) 9257 5000
2. EASEMENT DETAILS:Q - EASEMENT TO DRAIN WATER 2 WIDE ANDVARIABLE WIDTHR - EASEMENT FOR SERVICES 1.5 WIDE ANDVARIABLE WIDTH
smA
50.22
50.26
48.7648.59
48.5348.36
47.92
47.4747.17
48.63
48.40
47.7847.47
47.17
47.19
47.33
50.19
47.33
47.3147.34
50.6449.91
48.51
48.6948.42
47.8047.50
47.19
47.27
49.9149.9148.52
48.5250.27
50.24
50.27
48.5249.91
49.91
49.91
50.27
48.0048.45
47.37
48.94
48.1047.72
46.51
50.24
47.31
50.23
47.00
50.2750.27
47.45
48.3147.95
50.06
47.47
47.45
47.98 50.26
49.19
48.84
49.5548.08
48.8449.82
49.82
47.89
47.39
47.43
48.96
50.05
47.46
46.22
50.18
47.4247.17
47.08
46.65
46.25
47.83
47.41
46.27
50.05
47.23
47.44
50.21
50.20
50.17
47.20
47.06
46.30
50.18
47.43
47.18
48.95
50.04
47.84
50.04
47.26
47.37
50.2050.20
46.99
47.11
47.55
46.26
49.18
48.09
56.04
56.0452.49
50.5548.31
48.94
50.0348.94
48.94
50.56
50.0248.94
48.31
50.5750.57
49.3249.32
47.12
49.65
46.64
46.9547.82
47.18
46.31
47.8148.73
46.66
46.28
46.11
50.01
47.77
45.94
45.8645.87
46.97
47.18
46.56
47.37
47.18
46.67
47.38
47.19
47.90
46.08
47.17
47.31
46.08
46.13
47.58
47.3747.26
49.9049.87
49.88
49.88
46.0646.10
47.31
47.3046.15
46.39
47.20
46.49
46.84
46.86
46.21
47.06
47.21
46.79
45.74
46.90
46.75
46.04
47.05
47.16
46.88
46.01
45.94
47.15
46.27
46.0746.78
46.11
47.31
47.85
46.00
47.84
49.85
49.6549.88
47.75
46.88
47.94
46.20
46.59
47.60
47.82
47.86
46.02
47.55
46.63
48.56
47.13
46.89
47.91
46.26
46.62
46.63
48.49
47.97 47.99
47.98
47.51
47.84
48.81
47.37
47.79
48.81
48.7848.99
48.92
48.77
47.93
47.93
47.87
47.88
51.39_WAT
51.40_WAT
53.03_WAT
53.03_WAT
53.03_WAT
51.39_WAT
48.06_WAT
47.22
47.4847.72
47.2547.82
46.34
46.7146.80
46.88
47.05
50.24
47.59
47.88
47.64
47.38
46.51
47.00
46.50
50.23
47.31
47.88
47.63
47.37
47.9847.40
46.49
46.86
46.95
47.03
47.20
51.38_WAT
51.39_WAT
39.30
39.61
39.5939.70
39.58
39.5839.59
41.43
42.01
39.38
39.41
39.40CS
CSU/S44.50
U/S44.52
U/S44.50CS
PROPOSED ∅375 PIPE TO CONNECTINTO EXISTING 600 x 600 GSIPPIT U/S IL 46.87PIT D/S IL 46.85
PROPOSED UPGRADE OF EXISTING ∅300 TO∅375. ASSUMED D/S CONNECTION TO CLOSED PITWITHIN EX. DRAINAGE EASEMENT. FUTURESURVEY REQUIRED TO CONFIRM D/S CONNECTIONTO COUNCIL'S DRAINAGE NETWORK
PROPOSED ∅375 OUTLET. D/S CONNECTION TOWATERLOO ROAD TBC DURING DESIGNDEVELOPMENT STAGE
EXISTING EASEMENT (Q). REFER TO NOTES.
EXISTING EASEMENT (R). REFER TO NOTES.
EXISTING EASEMENTS (Q) + (R). REFER TO NOTES.
∅375
∅375
∅375
C-0220 A
SITEWORKS ANDDRAINAGE PLAN LEVEL 1
S19409
MACQUARIE CENTRE - STAGE 2MACQUARIE CENTRE GV BO AW AW
AHD MGA 1:100
A 27.07.20 ISSUED FOR DEVELOPMENT APPLICATION AW
SCALE 1:100 AT A1 SIZE
0 31 2 4 5 6m
LEGEND
NOTES:1. LANDSCAPE DESIGN IS INDICATIVE ONLY. REFER TO
LANDSCAPE DRAWINGS FOR PLANTER DETAILS, TREELOCATIONS, PAVING TYPES AND FINISHES
LIMIT OF WORKS
EXISTING STORMWATER PIPE
EXISTING BOUNDARY
PROPOSED STORMWATER PIPE
LANDSCAPE DESIGN(INDICATIVE)
PROPOSED CONTOURS
EXISTING CONTOURS
10.60
10.60
LINE OF DEEP SOIL (REFER TOLANDSCAPE ARCHITECT)
EXISTING STORMWATER PIT
EXISTING GRATEDTRENCH DRAIN
PROPOSED SOLID COVERSTORMWATER PIT
PROPOSED GRATED COVERSTORMWATER PIT
INDICATIVE OVERLANDFLOW DIRECTION
PROPOSED SLOT DRAIN
TREE PIT (REFER TO LANDSCAPEARCHITECT)
EASEMENT BOUNDARY
TIMBER STREET BENCH (REFER TOLANDSCAPE ARCHITECT)
BG&E Pty LimitedC
PROJECT No. DRAWING No. REV.
REVISIONSREV RVDDATE DESCRIPTION
PROJECT TITLESTATUS
REVISIONSREV RVDDATE DESCRIPTION
A1AT SIZE
SCALE
CHECKEDDESIGNEDDRAWN
DATUM
APPROVED
GRID
P:\BGE\SYD\S19409\100 DRAW\100.2 CIVIL\AUTOCAD\S19409-DRG-C-0220.DWG25/07/2020 5:05:54 PM
FOR DEVELOPMENT APPROVALNOT TO BE USED FOR CONSTRUCTION
bgeeng.com
Sydney OfficeL2, 8 Windmill StSydney NSW 2000P / +61 2 9770 3300 E / [email protected]
ARCHITECTCLIENT
AMP CAPITAL PTY LTD33 ALFRED STREET,SYDNEY NSW 2000 Australia
Telephone (02) 9257 5000
2. EASEMENT DETAILS:Q - EASEMENT TO DRAIN WATER 2 WIDE ANDVARIABLE WIDTHR - EASEMENT FOR SERVICES 1.5 WIDE ANDVARIABLE WIDTH
1-
SECTIONSCALE 1:20 -
1
DEPT
H AS
REQ
UIRE
D 30
00 M
AX
150
150
150
150
TO SUIT FRAME/COVER
TO S
UIT
FRAM
E/CO
VER
150 150
70 MIN
40 B
AR D
IA
30
FLOW FLOW
GRATE AND FRAME OR COVER ASSPECIFIED IN PIT SCHEDULE
PLAN
FLOWFLOW
PIT SETOUT POINT U.N.O.
REINFORCE PIT WALLS ANDBASE WITH N12-300 (40COVER TO INSIDE FACE)
PROVIDE PIT ACCESSSTEPS IF PIT DEEPERTHAN 900 REFER DETAIL
SCALE 1:10
TYPICAL STEP IRON DETAILS
300
350 100
220 49
300 300
ELEVATION PLAN SECTIONELEVATION
294
R24 GALV. STEELM.S. @ 300 CTRS
150
150 30
450
KERB AND GUTTER (K&G)
R5
190
180
150
40
SCALE 1:10
'd' = SUBBASE THICKNESS TO MATCH DEPTH OFPAVEMENT SUBBASE, BUT NOT LESS THAN 75
SETOUT POINT ATLIP OF KERBNOMINAL KERB LINE
150 MIN
'd'
C-0280 A
CIVIL AND STORMWATERTYPICAL DETAILS
S19409
MACQUARIE CENTRE - STAGE 2MACQUARIE CENTRE GV BO AW AW
AHD MGA AS SHOWN
A 27.07.20 ISSUED FOR DEVELOPMENT APPLICATION AW
0 0.60.2 0.4
SCALE 1:20 AT A1 SIZE
0.8 1.0 1.2m
BG&E Pty LimitedC
PROJECT No. DRAWING No. REV.
REVISIONSREV RVDDATE DESCRIPTION
PROJECT TITLESTATUS
REVISIONSREV RVDDATE DESCRIPTION
A1AT SIZE
SCALE
CHECKEDDESIGNEDDRAWN
DATUM
APPROVED
GRID
P:\BGE\SYD\S19409\100 DRAW\100.2 CIVIL\AUTOCAD\S19409-DRG-C-0280.DWG25/07/2020 5:06:07 PM
FOR DEVELOPMENT APPROVALNOT TO BE USED FOR CONSTRUCTION
bgeeng.com
Sydney OfficeL2, 8 Windmill StSydney NSW 2000P / +61 2 9770 3300 E / [email protected]
ARCHITECTCLIENT
AMP CAPITAL PTY LTD33 ALFRED STREET,SYDNEY NSW 2000 Australia
Telephone (02) 9257 5000
NOTES1. ALL DIMENSIONS ARE IN MILLIMETRES U.N.O.
2. KERB AND GUTTER TO CITY OF RYDE STANDARD DETAIL.REFER CITY OF RYDE STANDARD DRAWING CIV.1.1.1 FORDETAILS.
0
SCALE 1:10 AT A1 SIZE
300100 200 400 500 600mm
NOTES1. ALL DIMENSIONS ARE IN MILLIMETRES
2. PROVIDE STEP IRONS FOR PIT DEEPER THAN 1200mm INACCORDANCE TO COUNCIL STANDARDS. REFER TO DRAWINGC-0280 FOR DETAILS.
3. STRUCTURAL DETAILS OF WSUD CHAMBER SUBJECT TODESIGN DEVELOPMENT AND COORDINATION
OCEAN PROTECTFILTERS (TYP)
RAINWATER OVERFLOW SLUNG L2ROOF SOFFIT TO WSUD CHAMBER(REFER TO HYDRAULIC ENGINEERDRAWINGS FOR DETAILS)
375mm OUTLET TOEXISTING PIT
RL 55.7LEVEL 3A ABOVE TANK
RL 50.2TRUCK TUNNEL FINISHED LEVEL
RL 47.9NEW LEVEL 1A
RL 51.1NEW LEVEL 2A
SCALE 1:20
PLAN VIEW - WSUD CHAMBER
1-
FILTEROUTLET
12 x 690mm HIGH OCEANPROTECTFILTERS IN WSUD CHAMBER BOUNDEDBY 920mm HIGH WEIR
∅225
∅300
RAINWATER OVERFLOW SLUNG L2ROOF SOFFIT TO WSUD CHAMBER(REFER TO HYDRAULIC ENGINEERDRAWINGS FOR DETAILS ANDINVERT LEVELS)
STORMWATER INLET FOR L3APLAZA MINOR STORM FLOWS TOWSUD CHAMBER.INVERT OF PIPE RL 54.0
SECTIONNOT TO SCALE -
1
∅375
300mm WSUD CHAMBER OUTLET TOCONNECT INTO EXISTING STORMWATER PIT
GRATED DRAIN ADJACENT TO METROSTATION TO CONNECT INTO WSUDCHAMBER. IL 53.55
∅200
∅300
RL 48.9
IL 54.0∅300
IL 53.55
PROPOSED BEND SUBJECTTO DESIGN DEVELOPMENT
FALL
FALL
FALL
RL 50.8TANK OVERFLOW TO STREET LVL
EMERGENCY TANK OVERFLOW OUTLET ANDMAINTENANCE ACCESS FROM STREET LEVEL(WATERLOO RD)
RL 49.82TOP OF WEIR 920mm HIGH
20 YEAR ARITOP WL 49.47
MAX W.L. OFTREATMENT CHAMBER
BYPASS FLOWSOVER WEIR
900 X 900 ACCESS HATCHFOR MAINTENANCE
STEP IRONS
100 YEAR ARITOP WL 49.51
0 600200 400
SCALE 1:20 AT A1 SIZE
800 1000 1200mm
BG&E Pty LimitedC
PROJECT No. DRAWING No. REV.
REVISIONSREV RVDDATE DESCRIPTION
PROJECT TITLESTATUS
REVISIONSREV RVDDATE DESCRIPTION
A1AT SIZE
SCALE
CHECKEDDESIGNEDDRAWN
DATUM
APPROVED
GRID
P:\BGE\SYD\S19409\100 DRAW\100.2 CIVIL\AUTOCAD\S19409-DRG-C-0281.DWG25/07/2020 5:06:22 PM
NOT TO BE USED FOR CONSTRUCTIONISSUED FOR INFORMATION
bgeeng.com
Sydney OfficeL2, 8 Windmill StSydney NSW 2000P / +61 2 9770 3300 E / [email protected]
CHECK PRINT
ARCHITECTCLIENT
AMP CAPITAL PTY LTD33 ALFRED STREET,SYDNEY NSW 2000 Australia
Telephone (02) 9257 5000
CHECK PRINTINCOMPLETE REVISION
MARK-UP
NAME SIGNATURE DATE
DRAFTING
CHECK C-0281 A
CIVIL AND STORMWATERTANK DETAILS
S19409
MACQUARIE CENTRE - STAGE 2MACQUARIE CENTRE GV BO AW AW
AHD MGA 1:20
A 27.07.20 ISSUED FOR DEVELOPMENT APPLICATION AW
50.6851.8951.90
53.1153.11
54.33
54.35
54.35
54.95
54.66 54
.60
54.60 54
.48 54.38
50.80
50.67
50.91
51.49
51.78
52.16
52.56
52.85
50.97
50.77
54.15
53.22
52.89 51.
67
54.15
54.40
51.35
51.90
52.58
53.48
54.13
54.39
50.79
54.46
54.42
50.68
54.51
54.44
50.88
50.60
55.08 54
.25
50.61
50.62
50.52
50.48
50.6352.
89
50.93
50.68
52.76
50.7250.
7950.85 50.
51
50.45
54.34
50.22
50.64
50.86
50.64
50.62
50.82
50.70
54.47
54.59
54.54
54.48
54.65
54.69
54.64
54.69
50.26
50.60
54.47_
WAT
53.25_
WAT
52.03_
WAT
50.81_
WAT
55.52_WAT
54.47_WAT54.52_WAT
54.47_
WAT
51.03_
WAT
52.09_WAT
55.80_WAT 54.75_WAT 54.63_WAT
56.71
56.69
56.63
56.62
56.60
56.61
56.57
56.55
56.54
56.67
56.67
56.70
56.46
56.30
56.05
55.88
55.64
55.40
55.19
52.74
54.99
54.80
54.72
54.64
54.46
54.54
54.38
54.33
54.41
54.18
53.83
53.67 53.
0452.
5652.
36 51.40
49.70
48.76 48
.59
48.53 48
.3647.92
47.47
47.17
56.52
56.50
56.49
56.47
56.44
56.46
56.45
56.44
56.40
56.53
56.53
56.50
56.56
56.52
56.46
56.32
56.16
55.92
55.72
55.50
55.27
55.04
52.62
54.85
54.64
54.51
54.45
54.40
54.25
54.03 53.
5252.
9052.
4052.
19 51.26
50.45
49.55 48
.63
48.40
47.78
47.47 47
.1754.27
54.56
56.51
56.66
56.54
47.19
47.33
50.19
47.33
47.3147
.34
50.64 49
.9148.
51
56.71
56.86
56.42
56.54
56.35
56.20
55.94
55.85
55.83
55.74
55.53
55.30
55.06
54.88
54.68
54.59
54.51
54.48
54.42
54.29
54.06 52.
9452.
41 51.50
50.59
50.46
52.23 49
.58 48.69
48.42
47.80
47.50 47.
19
55.76
54.56
54.51
50.48
47.27
49.91
49.91
48.52
48.52
54.38
54.69
52.78
50.27
50.24
54.44
50.08
50.69
50.27
48.52
49.91
49.91
49.91
50.27
51.19
51.87
52.74
53.58
56.21
48.0048
.45
54.58
55.02
54.31
54.64
54.57
50.12
50.33
50.34
50.40
54.48
54.62
54.59
47.37
48.94
48.10
47.72
50.61
50.26
50.51
54.47
46.51
50.24
47.31
50.23
47.00
45.50
45.60
45.91
50.2750.27
47.45
48.31
47.95
50.07
50.06
47.47
47.45
50.09
47.98
50.26
45.24
44.75
44.75
44.76
49.19
48.84
50.59 50.
1349.55
48.08
50.65
48.84
49.8249
.82
45.40
44.81
44.34 43.
81
44.98
45.03
45.39
45.02
47.89
47.39
47.43
48.96
50.05
45.63
47.46
46.22
50.20
50.18
47.42 47
.17
47.08
50.20
46.65
46.25
50.04
47.83
47.41
46.27
50.05
47.23
45.91
50.18
47.44
50.21
50.20
50.17
47.20
47.06
46.30
45.95
50.18
47.43
47.18
48.95
45.6550.
04
47.84
50.04
47.26
50.18
47.37
50.20
50.20
46.99
47.11
47.55
46.26
44.76
44.75
49.18
44.44
48.09
56.04
56.04
56.04
RLEV
RLEV RL
EV
52.49
50.55
48.31
48.94
50.03
48.94
48.94
50.56
50.02 48
.94
48.31
50.57
50.57
49.32
49.32
45.31
44.52
43.78
47.12
49.65
46.64
52.27
46.9547
.82
47.18
50.60
46.31
47.8148
.73
46.66
51.55
46.28
46.11
50.01
47.77
44.06
45.94
45.86
45.87
44.11
46.97
47.18
45.57
46.56
47.37
45.50
47.18
46.67
47.38
47.19
45.63
45.55
45.03
47.90
45.55
45.83
46.08
45.62
47.17
47.31
46.08
46.13
45.52
45.37
45.20
45.19
45.56
45.52
47.58
47.37
45.63
47.26
49.90
49.87
49.87
49.88 49
.88
49.88
44.13
44.80
45.76
46.06
45.51
46.10
47.31
47.30
46.15
46.39
47.20
45.39
46.49
46.84
45.21
44.92
45.94
46.86
44.97
45.92
45.90
46.21
47.06
45.55
47.21
46.79
45.91
45.14
45.87
45.53
44.91
44.97
44.92
43.99
44.66
45.74
46.90
45.41
45.07
46.75
44.80
44.96
45.72
46.04
45.59
47.05
47.16
45.78
46.88
46.01
45.37
45.94
45.35 45
.23
44.75
47.15
46.27
44.82
44.74
44.75
43.4344
.0144.68
46.07
45.44
46.78 46.
11
47.31
47.85
46.00
46.08
47.84
49.85
49.65
49.88
45.77
47.75
46.88
47.94
46.20
46.59
47.60
45.79
52.36
47.82
47.86
46.02
47.55
46.63
48.56
47.13
46.89
47.91
46.26
46.62
46.63
48.49
44.72
44.71
47.97
47.99
47.98
47.51
47.84
50.07
48.8150.
25
50.08
47.37
47.79
49.99
48.81
50.25
48.7848
.99
48.92
48.77
50.23
47.93
47.93
47.87
47.88
51.32
51.26
50.79
46.92
_WAT
51.39_
WAT
51.40_W
AT
53.03_
WAT
53.03_
WAT
53.03_
WAT
51.39_
WAT
48.06
_WAT
46.12 46
.18 47.18
46.18 47
.34
47.22
47.48
47.72 48
.2148.86 49
.30 49.87 50.
07
47.25
47.82 48
.36 48.56
48.98 49
.2549.63 50.
13
50.20
46.34
46.71
46.80
46.88
47.05
45.59
45.72
45.76
45.78
45.98
47.34
46.30
45.91
45.60 45
.50
49.43
50.23 50.
23
50.23
50.23
50.25
48.45
50.24
47.59
47.48
46.33
45.81
48.9848
.3747.88
47.64
47.38
46.51
47.00
46.50
50.23
47.31
50.22
49.16
47.34
46.33
46.27
47.49
46.33
50.23
50.02
49.4549
.0148.37
47.88
47.63
47.37
50.38
50.34
50.2849
.79
49.41
49.14
48.72
48.52
47.9847
.40
46.49
46.86
46.95
47.03
47.20
45.76
45.87
45.92
45.94
45.91
45.77
49.33
50.21
50.23
51.38_
WAT
51.38_
WAT
51.39_
WAT
51.38_
WAT
39.30
39.34
39.34 39.
38
39.37
39.30
39.34
39.34
39.34
39.61
39.59 39.
5839.
60
39.70
39.53
39.58
39.58
39.59
41.43
42.01
39.38
39.35
39.41 39.40
39.37
39.42
CS
CS U/
S44.4
9
CS CS U/
S44.5
0
U/S4
4.50
U/S4
4.52
U/S4
4.50
CS
MACQUARIEUNIVERSITYSTATION
HERRING ROAD
WATERLOO ROAD
SITE AMENITIES. LOCATION TO BECONFIRMED BY SUPERINTENDENT
XX
XX
XX
XX
XX
XX
XX
XX
XX
X
X X X X X X X X X X X X X X X
XX
XX
XX
INDICATIVE LOCATION OF STOCKPILE.LOCATION TO BE CONFIRMED BYSUPERINTENDENT. REFER TOTYPICAL DETAIL
INDICATIVE LOCATION OFSTABILISED SITE ACCESS.REFER TO TYPICAL DETAIL
NOTE:EXTENTS TO BE CONFIRMED WITHINBULK EXCAVATION DOCUMENTATIONFOR STRUCTURAL DESIGN
BASEMENTEXCAVATION
PROVIDE SEDIMENT BARRIERS AROUNDPERIMETER OF EXISTING INLET PIT
PROVIDE SECURITY FENCING AROUNDBOUNDARY. PROVIDE SEDIMENT FENCINGAROUND BOUNDARY TO ALL LOW POINTAREAS. REFER TO TYPICAL DETAILS
C-0700 A
EROSION AND SEDIMENTCONTROL PLAN
S19409
MACQUARIE CENTRE - STAGE 2MACQUARIE CENTRE GV BO AW AW
AHD MGA 1:250
A 27.07.20 ISSUED FOR DEVELOPMENT APPLICATION AW
0
SCALE 1:250 AT A1 SIZE
7.52.5 5.0 10 12.5 15m
LEGEND
NOTES:1. FOR DETAILS OF EROSION AND SEDIMENT CONTROL
DEVICES REFER T0 DRAWING C-0710.
EXISTING BOUNDARY
PROPOSED CONTOURS
EXISTING CONTOURS
10.60
10.60
EXISTING STORMWATER PIT
PROPOSED STORMWATER PIT
X SEDIMENT FENCE
INLET FILTER
STABILISED SITE ACCESS
GEOTEXTILE INLET FILTER TYPE A
STOCKPILE LOCATION
SECURITY FENCE
BASEMENT EXCAVATION AREA
BG&E Pty LimitedC
PROJECT No. DRAWING No. REV.
REVISIONSREV RVDDATE DESCRIPTION
PROJECT TITLESTATUS
REVISIONSREV RVDDATE DESCRIPTION
A1AT SIZE
SCALE
CHECKEDDESIGNEDDRAWN
DATUM
APPROVED
GRID
P:\BGE\SYD\S19409\100 DRAW\100.2 CIVIL\AUTOCAD\S19409-DRG-C-0700.DWG25/07/2020 5:06:39 PM
FOR DEVELOPMENT APPROVALNOT TO BE USED FOR CONSTRUCTION
bgeeng.com
Sydney OfficeL2, 8 Windmill StSydney NSW 2000P / +61 2 9770 3300 E / [email protected]
ARCHITECTCLIENT
AMP CAPITAL PTY LTD33 ALFRED STREET,SYDNEY NSW 2000 Australia
Telephone (02) 9257 5000
C-0710 A
EROSION AND SEDIMENTCONTROL DETAILS
S19409
MACQUARIE CENTRE - STAGE 2MACQUARIE CENTRE GV BO AW AW
AHD MGA AS SHOWN
A 27.07.20 ISSUED FOR DEVELOPMENT APPLICATION AW
BG&E Pty LimitedC
PROJECT No. DRAWING No. REV.
REVISIONSREV RVDDATE DESCRIPTION
PROJECT TITLESTATUS
REVISIONSREV RVDDATE DESCRIPTION
A1AT SIZE
SCALE
CHECKEDDESIGNEDDRAWN
DATUM
APPROVED
GRID
P:\BGE\SYD\S19409\100 DRAW\100.2 CIVIL\AUTOCAD\S19409-DRG-C-0710.DWG25/07/2020 5:06:51 PM
FOR DEVELOPMENT APPROVALNOT TO BE USED FOR CONSTRUCTION
bgeeng.com
Sydney OfficeL2, 8 Windmill StSydney NSW 2000P / +61 2 9770 3300 E / [email protected]
ARCHITECTCLIENT
AMP CAPITAL PTY LTD33 ALFRED STREET,SYDNEY NSW 2000 Australia
Telephone (02) 9257 5000
EARTH BANK
FLOW
STABILISE STOCKPILE SURFACE
2:1 SLOP
E (MAX.) 2:1 SLOPE (MAX.)
1. PLACE STOCKPILES MORE THAN 2 (PREFERABLY 5) METRES FROM EXISTING VEGETATION,CONCENTRATED WATER FLOW, ROADS AND HAZARD AREAS.
2. CONSTRUCT ON THE CONTOUR AS LOW, FLAT, ELONGATED MOUNDS.
3. WHERE THERE IS SUFFICIENT AREA, TOPSOIL STOCKPILES SHALL BE LESS THAN 2 METRESIN HEIGHT.
4. WHERE THEY ARE TO BE PLACE FOR MORE THAN 10 DAYS, STABILISE FOLLOWING THEAPPROVED ESCP OR SWMP TO REDUCE THE C-FACTOR TO LESS THAN 0.10.
5. CONSTRUCT EARTH BANKS ON THE UPSLOPE SIDE TO DIVERT WATER AROUND STOCKPILESAND SEDIMENT FENCES 1 TO 2 METRES DOWNSLOPE.
STOCKPILES
STOCKPILE CONSTRUCTION NOTES:
SCALE N.T.S
SEDIMENT FENCE
ELEVATION
PLAN
FLOW
20m MAX.
1.5m TO 2.0m
DISTURBEDAREA SLOP
E
1. CONSTRUCT THE STRAW BALE FILTER AS CLOSE AS POSSIBLE TO BEING PARALLEL TO THECONTOURS OF THE SITE.
2. PLACE BALES LENGTHWISE IN A ROW WITH ENDS TIGHTLY ABUTTING. USE STRAW TO FILLANY GAPS BETWEEN BALES. STRAWS ARE TO BE PLACED PARALLEL TO GROUND.
3. ENSURE THAT THE MAXIMUM HEIGHT OF THE FILTER IS ONE BALE.
4. EMBED EACH BALE IN THE GROUND 75mm-100mm AND ANCHOR WITH TWO 1.2 METRE STARPICKETS OR STAKES. ANGLE THE FIRST STAR PICKET OR STAKE IN EACH BALE TOWARDSTHE PREVIOUSLY LAID BALE. DRIVE THEM 600mm INTO THE GROUND AND, IF POSSIBLE,FLUSH WITH THE TOP OF THE BALES. WHERE STAR PICKETS ARE USED AND THEYPROTRUDE ABOVE THE BALES, ENSURE THEY ARE FITTED WITH SAFETY CAPS.
5. WHERE A STRAW BALE FILTER IS CONSTRUCTED DOWNSLOPE FROM A DISTURBED BATTER,ENSURE THE BALES ARE PLACED 1 TO 2 METRES DOWNSLOPE FROM THE TOE.
6. ESTABLISH A MAINTENANCE PROGRAM THAT ENSURES THE INTEGRITY OF THE BALES ISRETAINED - THEY COULD REQUIRE REPLACEMENT EACH 2 TO 4 MONTHS.
STRAW BALES TIGHTLYABUTTING TOGETHER
NYLON OR WIREBINDINGS
BALES EMBEDDED100mm INTO GROUND
ANGLE FIRST STAKETOWARD PREVIOUS BALE
1.2m STAR PICKETDRIVEN 600mm INTOGROUND
SCALE:SECTION
1-
1-NTS
STRAW BALE FILTER
STRAW BALE FILTER CONSTRUCTION NOTES:
SCALE N.T.S
SECTION DETAIL
DIRECTION OF FLOW
PLAN
FLOWMIN. 1.5m
20m MAX.
600m
m MIN.
500
- 60
0mm
1. CONSTRUCT SEDIMENT FENCES AS CLOSE AS POSSIBLE TO BEING PARALLEL TO THECONTOURS OF THE SITE, BUT WITH SMALL RETURNS AS SHOWN IN THE DRAWING TO LIMITTHE CATCHMENT AREA OF ANY ONE SECTION. THE CATCHMENT AREA SHOULD BE SMALLENOUGH TO LIMIT WATER FLOW IF CONCENTRATED AT ONE POINT TO 50 LITRES PERSECOND IN THE DESIGN STORM EVENT, USUALLY THE 10-YEAR EVENT.
2. CUT A 150mm DEEP TRENCH ALONG THE UPSLOPE LINE OF THE FENCE FOR THE BOTTOMOF THE FABRIC TO BE ENTRENCHED.
3. DRIVE 1.5m LONG STAR PICKETS INTO GROUND AT 2.5m INTERVALS (MAX.) AT THEDOWNSLOPE EDGE OF THE TRENCH. ENSURE ANY STAR PICKETS ARE FITTED WITH SAFETYCAPS.
4. FIX SELF-SUPPORTING GEOTEXTILE TO THE UPSLOPE SIDE OF THE POSTS ENSURING ITGOES TO THE BASE OF THE TRENCH. FIX THE GEOTEXTILE WITH WIRE TIES OR ASRECOMMENDED BY THE MANUFACTURER. ONLY USE GEOTEXTILE SPECIFICALLY PRODUCEDFOR SEDIMENT FENCING. THE USE OF SHADE CLOTH FOR THIS PURPOSE IS NOTSATISFACTORY.
5. JOIN SECTIONS OF FABRIC AT A SUPPORT POST WITH A 150mm OVERLAP.
6. BACKFILL THE TRENCH OVER THE BASE OF THE FABRIC AND COMPACT IT THOROUGHLYOVER THE GEOTEXTILE.
SEDIMENT FENCE CONSTRUCTION NOTES:
1.5m STAR PICKETS ATMAX. 2.5m CENTRES
AT MAX. 2.5m CENTRES1.5m STAR PICKETS
SELF-SUPPORTINGGEOTEXTILE
ON SOIL, 150mm x 100mmTRENCH WITH COMPACTEDBACKFILL AND ON ROCK, SETINTO SURFACE CONCRETE
STAR PICKETS AT MAX.2.5m SPACINGS TYPICAL
SEDIMENT FENCESCALE N.T.S
UNDISTURBED AREAS
DISTURBED AREADIRECTION OFFLOW
OVERFLOW
FILTERED WATER
SEDIMENT
1. INSTALL FILTERS TO KERB INLETS ONLY AT SAG POINTS.
2. FABRICATE A SLEEVE MADE FROM GEOTEXTILE OR WIRE MESH LONGER THAN THE LENGTHOF THE INLET PIT AND FILL IT WITH 25mm TO 50mm GRAVEL.
3. FORM AN ELLIPTICAL CROSS-SECTION ABOUT 150mm HIGH x 400mm WIDE.
4. PLACE THE FILTER AT THE OPENING LEAVING AT LEAST A 100mm SPACE BETWEEN IT ANDTHE KERB INLET. MAINTAIN THE OPENING WITH SPACER BLOCKS.
5. FORM A SEAL WITH THE KERB TO PREVENT SEDIMENT BYPASSING THE FILTER.
6. SANDBAGS FILLED WITH GRAVEL CAN SUBSTITUTE FOR THE MESH OR GEOTEXTILEPROVIDING THEY ARE PLACED SO THAT THEY CAN FIRMLY ABUT EACH OTHER ANDSEDIMENT-LADEN WATERS CANNOT PASS BETWEEN.
GRAVEL-FILLED WIRE MESHOR GEOTEXTILE "SAUSAGE"
RUNOFF WATERWITH SEDIMENT
GRAVEL-FILLED WIRE MESHOR GEOTEXTILE "SAUSAGE"
TIMBER SPACERTO SUIT
MESH & GRAVEL INLET FILTER
MESH & GRAVEL INLET FILTER CONSTRUCTION NOTES:
SCALE N.T.S
TIMBER SPACERTO SUIT
KERB-SIDE INLET
DROP INLET WITH GRATE
WIRE OR STEEL MESH(14 GAUGE x 150mmOPENINGS) WHERE GEOTEXTILEIS NOT SELF-SUPPORTING
WOVEN GEOTEXTILE
SANDBAGS
WATERWAY
EXCAVATION
EARTH BANK
WOVEN GEOTEXTILE
FLOW
1 METER MAX. STAR PICKETS
RUNOFF WATERWITH SEDIMENT
STAR PICKET FITTEDWITH SAFETY CAP
GEOTEXTILE EMBEDDED150mm INTO GROUND
FILTEREDWATER
1. FABRICATE A SEDIMENT BARRIER MADE FROM GEOTEXTILE OR STRAW BALES.
2. PICKET SPACING TO BE A MAXIMUM 1.0m CENTRES.
3. IN WATERWAYS, ARTIFICIAL SAG POINTS CAN BE CREATED WITH SANDBAGS OR EARTHBANKS AS SHOWN IN THE DRAWING.
4. DO NOT COVER THE INLET WITH GEOTEXTILES UNLESS THE DESIGN IS ADEQUATE TO ALLOWFOR ALL WATERS TO BYPASS IT.
FOR DROP INLETS AT NON-SAG POINTS,SANDBAGS, EARTH BANK OR EXCAVATIONUSED TO CREATE ARTIFICIAL SAG POINT
GEOTEXTILE INLET FILTER CONSTRUCTION NOTES:
GEOTEXTILE INLET FILTERSCALE N.T.S
1. STRIP THE TOPSOIL, LEVEL THE SITE AND COMPACT THE SUBGRADE.
2. COVER THE AREA WITH NEEDLE-PUNCHED GEOTEXTILE
3. CONSTRUCT A 200mm THICK PAD OVER THE GEOTEXTILE USING ROAD BASE OR 30mmAGGREGATE.
4. ENSURE THE STRUCTURE IS AT LEAST 15 METRES LONG OR TO BUILDING ALIGNMENT ANDAT LEAST 3 METRES WIDE.
5. WHERE A SEDIMENT FENCE JOINS ONTO THE STABILISED ACCESS, CONSTRUCT A HUMP INTHE STABILISED ACCESS TO DIVERT WATER TO THE SEDIMENT FENCE.
STABILISED SITE ACCESS
STABILISED SITE ACCESS CONSTRUCTION NOTES:
200mm MIN.
300mm MIN.
MIN. WIDTH
3 METRES
MIN. LENGTH 15 METRES
PROPERTY BOUND
ARY
EXISTING ROADWAY
GEOTEXTILE FABRIC DESIGNED TO PREVENTINTERMIXING OF SUBGRADE AND BASE MATERIALSAND TO MAINTAIN GOOD PROPERTIES OF THESUBBASE LAYERS.
GEOTEXTILE MAY BE A WOVEN ORNEEDLE-PUNCHED PRODUCT WITH A MINIMUM CBRBURST STRENGTH (AS3706.4-90) OF 2500 N.
DGB20 ROAD BASE OR 30mmAGGREGATE
RUNOFF DIRECTED TOSEDIMENT TRAP/FENCE
CONSTRUCTION SITE
SCALE N.T.S