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

b) Using the documents or data for any purpose not agreed to in writing by BG&E.


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


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.


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.


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


Figure 2 – MUSIC Model Schematic


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.

APPENDIX A

Site Survey

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MACQUARIE SHOPPING CENTRE

PORTIONS OF HERRING AND

WATERLOO ROADS, NORTH RYDE.

OVERALL PLAN

2S4090.435 A

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APPENDIX B

Concept Stormwater Management Plan

MACQUARIE

CENTRE

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PROJECT No. DRAWING No. REV.

REVISIONSREV RVDDATE DESCRIPTION

PROJECT TITLESTATUS


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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

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-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

BG&E Pty LimitedC


TITLE


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

HERR

ING

ROAD TALAVERA

ROAD

M2

SITE

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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55.5055.45

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

55.60

55.65

(55.70)

55.20

56.25

56.05

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(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

∅100

∅225

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%

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AWNING ABOVE

AWNING ABOVE

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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



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GRID



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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


AHD MGA 1:100



0 31 2 4 5 6m

JOINSBELOW

LEGEND



LIMIT OF WORKS


EXISTING BOUNDARY



PROPOSED CONTOURS

EXISTING CONTOURS

10.60

10.60







PROPOSED SLOT DRAIN


EASEMENT BOUNDARY


BG&E Pty LimitedC



PROJECT TITLESTATUS


A1AT SIZE

SCALE


DATUM

APPROVED

GRID



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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


AHD MGA 1:100



0 31 2 4 5 6m

LEGEND



LIMIT OF WORKS


EXISTING BOUNDARY



PROPOSED CONTOURS

EXISTING CONTOURS

10.60

10.60







PROPOSED SLOT DRAIN


EASEMENT BOUNDARY


BG&E Pty LimitedC



PROJECT TITLESTATUS


A1AT SIZE

SCALE


DATUM

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GRID



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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


AHD MGA 1:100



0 31 2 4 5 6m

LEGEND



LIMIT OF WORKS


EXISTING BOUNDARY



PROPOSED CONTOURS

EXISTING CONTOURS

10.60

10.60







PROPOSED SLOT DRAIN


EASEMENT BOUNDARY


BG&E Pty LimitedC



PROJECT TITLESTATUS


A1AT SIZE

SCALE


DATUM

APPROVED

GRID



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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


AHD MGA AS SHOWN


0 0.60.2 0.4


0.8 1.0 1.2m

BG&E Pty LimitedC



PROJECT TITLESTATUS


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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


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


800 1000 1200mm

BG&E Pty LimitedC



PROJECT TITLESTATUS


A1AT SIZE

SCALE


DATUM

APPROVED

GRID


NOT TO BE USED FOR CONSTRUCTIONISSUED FOR INFORMATION

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Telephone (02) 9257 5000

CHECK PRINTINCOMPLETE REVISION

MARK-UP

NAME SIGNATURE DATE

DRAFTING

CHECK C-0281 A

CIVIL AND STORMWATERTANK DETAILS

S19409


AHD MGA 1:20


AutoCAD SHX Text

PRINTED: 20/10/2015 11:33:02 AM20/10/2015 11:33:02 AM

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


AHD MGA 1:250


0


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


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 TITLESTATUS


A1AT SIZE

SCALE


DATUM

APPROVED

GRID



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C-0710 A

EROSION AND SEDIMENTCONTROL DETAILS

S19409


AHD MGA AS SHOWN


BG&E Pty LimitedC



PROJECT TITLESTATUS


A1AT SIZE

SCALE


DATUM

APPROVED

GRID



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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

Documents

Macquarie Centre Stage 2 Development Application