23-25 Lachlan Avenue, Macquarie Park

23-25 Lachlan Avenue,

Macquarie Park

Stormwater Management

Report Prepared for: Barcam Mac Park Pty Ltd

Date: 19th August 2021

Prepared by: Renata Tracey

Ref: 45428

Stantec Australia Pty Ltd

Level 6, Building B, 207 Pacific Highway, St Leonards NSW 2065

Tel: +61 2 8484 7000 Web: www.stantec.com

P:\45428\PROJECT DOCUMENTATION\CIVIL\DOCUMENTS & REPORTS\45428-SWMP_005.DOCX

http://www.wge.com.au/

REF: P:\45428\PROJECT DOCUMENTATION\CIVIL\DOCUMENTS & REPORTS\45428-SWMP_005.DOCX

Revision005

Revision Site Address: 23-25 Lachlan Avenue, Macquarie Park

Real Property Description: Lot 39, DP240110 & Lot CP, SP7184

Proposed Development: Student Housing

Client: Barcam Mac Park Pty Ltd

Local Authority City of Ryde Council

Authority Reference #: N/A

Stantec Reference: 45428-SWMP_005

Renata Tracey

Civil Project Engineer

For and on behalf of

Stantec Australia Pty Ltd

Revision Date Comment Prepared By Approved By

001 15.03.2021 Draft DA Issue MAT RET

002 06.04.2021 DA Issue GYD RET

003 09.04.2021 DA Issue MMM RET

004 23.04.2021 Revised for DA MAT RET

005 19.08.2021 Revised for DA GYD RET

COPYRIGHT ©

This report is the property of Stantec, and is licensed to the Client for use on this project. Reproduction

of this document for this project shall only be undertaken in full. Reproduction for other purposes without

the permission of Stantec is prohibited.

Stantec

Design with community in mind

| i

REF: P:\45428\PROJECT DOCUMENTATION\CIVIL\DOCUMENTS & REPORTS\45428-SWMP_005.DOCX

Contents

23-25 Lachlan Avenue, Macquarie Park, NSW Introduction | 1

Introduction

Stantec have been commissioned by Barcam Mac Park to prepare this Stormwater Management Plan (SMP) in support of

the Development Application for the proposed student accommodation development at 23-25 Lachlan Ave, Macquarie

Park, NSW. The site’s real address is Lot 39, DP240110 & Lot CP, SP7184.

This SMP outlines the conceptual DA level stormwater design for the proposed student housing development.

This SMP illustrates that the proposed development complies with The City of Ryde’s Development Control Plan and

Stormwater Management Technical Manual, as well as Australian Rainfall and Runoff 1998 Guidelines, Australian

Standards and best engineering practise.

The purpose of this SMP is to evaluate the quantity and quality of stormwater associated with the proposed development

plan so as to demonstrate to Council that an appropriate stormwater management strategy has been adopted.

The SMP specifically addresses the following items for both the construction and operational phases of the development:

• Stormwater runoff volumes (Stormwater Quantity);

• Existing Stormwater quality treatment measures (Stormwater Quality);

• Erosion and Sedimentation Control;

• Water Sensitive Urban Design (WSUD) measures.

The following will be achieved with the correct application of this SMP report:

• Appropriate standards to be maintained on all aspects of stormwater within the site,

• Pollution control to be maintained,

• Establishment of a unified, clear and concise stormwater management strategy.

23-25 Lachlan Avenue, Macquarie Park, NSW Existing Site Characteristics | 2

Existing Site Characteristics

Property Detail

The proposed development forms part of the site with the following property details:

Address: 23-25 Lachlan Avenue, Macquarie Park, NSW

Real Property Description: Lot 39, DP240110 & Lot CP, SP7184

Development Area: 2,270 m² (0.227 Ha)

The proposed development can be seen on the design drawings in Appendix A of this report.

The proposed student accommodation development of 15 storeys of development, with landscaping and two levels of

basement carparking.

The overall site is bounded by Lachlan Avenue on the South, neighbouring properties on the north, west and southwest,

and Elouera Reserve, as can be seen below in figure 1.

Figure 1: Site Location Plan (Source: Nearmaps 2021)

Stormwater Catchments

The surrounding area has been investigated to determine the likely impact of existing external stormwater catchments on

the proposed site. The site is currently surrounded by developments and roadway, so it is believed that no external

catchments will impact the site. It should be noted that there is an easement which runs along the North-East side of the

site as detailed below.

Stormwater Easements

There is an existing stormwater easement within 25 Lachlan Avenue, which services 163-167 Herring Rd to the north as

shown in Figure 2 below. Survey of this easement and the drainage line has shown there are multiple connection points to

this easement from along 25 Lachlan Avenue.

23-25 Lachlan Avenue, Macquarie Park, NSW Existing Site Characteristics | 3

Figure 2 - Easement Location

Existing Stormwater Infrastructure and Discharge

The site is currently developed and contains existing stormwater infrastructure which discharges via a range of stormwater

infrastructure to multiple outlet points. Surveys and Dial Before You Dig (DBYD) undertaken on the site have found that

each site currently drains as follows:

• 23 Lachlan Avenue – Drains to Lachlan Avenue to the south via two kerb outlets, with overflows falling to Lachlan

Avenue

• 25 Lachlan Avenue – Drains to the easement mentioned above to the East, which connects to stormwater

infrastructure within the drainage reserve connecting Lachlan Avenue to Elouera Reserve. Overflows fall to Lachlan

Avenue and Elouera Reserve.

23-25 Lachlan Avenue, Macquarie Park, NSW Local Authority Requirements | 4

Local Authority Requirements

Design requirements for stormwater management on the site have been set out in The City of Ryde’s 2014 Development

Control Plan (DCP) including the City’s Stormwater Management Technical Manual. These requirements are summarised

in the sections below.

Stormwater Conveyance Requirements

The City of Ryde DCP states that the following design storm Average Recurrence Intervals (ARI)’s should be allowed for

when designing the Stormwater runoff conveyance systems for the development.

Table 1 - Stormwater Drainage Serviceability

Design Parameter Design Storm ARI (Years)

Conveyance Method

Minor Drainage System 20 In Ground (Piped)

Major Drainage System 100 Overland

Roof Drainage 100 Pipe and Gutter

On Site Detention Requirements

The City of Ryde requirements states that On-site detention systems shall be provided for all new developments. The site

requires the simplified method of OSD calculation as per Ryde’s Stormwater Management Technical Manual Section 1.4.3.

Note that whilst the site does not necessarily meet all criteria required for this simplified method, this has been undertaken

as per council’s request dated 16/04/2021 A letter of response to council has been enclosed with this submission.

OSD and PSD requirements have been calculated using Council’s On-site Detention Calculation Sheet contained in

Appendix 3 of the Stormwater Technical Manual. This calculation sheet has been included in Appendix C of the report.

23-25 Lachlan Avenue, Macquarie Park, NSW Local Authority Requirements | 5

Stormwater Quality Requirements According to councils Land Zoning Maps the site is located within the mixed use land zone. This has been identified in

Figure 3.

Figure 3 - Land Zoning (Ryde LEP 2014 Land Zoning Map - Sheet LZN_004)

Section 2 of the City of Ryde Council Water Sensitive Urban Design Guidelines (2015) outlines that a WSUD strategy be

submitted for the development of sites of 1,500 m2 or greater located in a mixed use zone. As the development site has a

site area of 2270 m2 and is located within the mixed use zone a WSUD strategy is required.

Section 5 of councils WSUD guidelines specifies the stormwater quality reduction targets as the following:

Table 2- Council Reduction Targets

Pollutant Reduction Target

Gross Pollutants (GP) 90%

Total Suspended Solids (TSS) 85%

Total Phosphorus (TP) 65%

Total Nitrogen (TN) 45%

23-25 Lachlan Avenue, Macquarie Park, NSW Flood Impact Assessment | 6

Flood Impact Assessment

When considering a new development, it is important to assess the impact of existing flooding on the proposed development

and also the impact of the proposed development on existing or potential flooding both upstream and downstream of the

development.

Existing Flood Information

Stantec have reviewed Council’s Macquarie Park Catchment Flood Study – April 2010 and have noted that there is some

minor flooding within the Lachlan Avenue carriageway (approx. depth 0.1-0.2m) in the 100 year event. Refer figures below.

Figure 4 – 100yr Flood Extents (Source: Macquarie Park Flood Study Figure 8)

23-25 Lachlan Avenue, Macquarie Park, NSW Flood Impact Assessment | 7

Figure 5 – Probable Maximum Flood (PMF) Extents (Source: Macquarie Park Flood Study Figure 9)

As per a phone conversation with Council in April 2021, Council have stated that the site is not flood affected. Council advised

that this may be further confirmed by a Section 10.7 certificate. Stantec has applied for this certificate as is awaiting council

reply.

Flood Impact Statement

Given that the site is not flood affected, flood planning requirements should not apply to the site. The proposed driveway is

located away from the flooding to the south and will maintain existing boundary levels. Ground level finished floor levels are

also not proposed to be lowered from existing ground floor levels.

23-25 Lachlan Avenue, Macquarie Park, NSW Stormwater Conveyance | 8

Stormwater Conveyance

This section of the report discusses the systems proposed to allow for stormwater to be conveyed across the site to the

legal point of discharge.

As discussed in section 3.1 of this report council have set serviceability requirements for the stormwater conveyance

network such that minor flows are conveyed through piped drainage, and major flows are discharged via controlled

overland flow.

The in ground drainage has been designed to meet the following criteria:

• In the minor design storm event (20 year) there will be no surcharging of the in-ground drainage system and;

• In the major design storm event (100 year) there will be no uncontrolled discharge from the site onto neighbouring

properties or the surrounding street

Surface runoff from the path and surrounding landscapes areas to the OSD tank will be directed to stormwater inlet

structures using the design topography of these elements. All podium drainage will be collected and conveyed

underground across the site to the on-site detention tank and then the legal point of discharge using gravity and the

geometric falls of the pipe system.

Legal Point of Discharge

As discussed in section 2.4, the site currently discharges to Lachlan Avenue via an outlet to the kerb and gutter, and to the

drainage easement to the east. Both drainage points meet at an existing pit at Elouera Reserve. It is proposed that the site

will be discharged directly into this pit by an existing 225mm diameter pipe running under the pedestrian throughway that

joins Lachlan Avenue to Elouera Reserve.

23-25 Lachlan Avenue, Macquarie Park, NSW Stormwater Attenuation | 9

Stormwater Attenuation

As discussed in section 3.2 the attenuation of stormwater discharge from the site will be provided in accordance with The

City of Ryde’s DCP. Full calculations have been included in Appendix C below, using Council’s On-site Detention Calculation

Sheet contained in Appendix 3 of the Stormwater Technical Manual.

The proposed tank will allow the site to reach the Permissible Site Discharge through use of a 140mm Orifice Plate. The OSD size and PSD has been summarised in Table 3 below.

Table 3 - Site Discharge and OSD Summary

Item Quantity

Permissible Site Discharge

57.2 l/s

Site Storage Requirement

63.8 m3

Orifice Diameter 140 mm

Refer Appendix C for detailed calculations.

23-25 Lachlan Avenue, Macquarie Park, NSW Water Quality Treatment | 10

Water Quality Treatment

In order to demonstrate that the proposed treatment train meets the required reduction targets, pollutant reduction modelling

is proposed using the Model for Urban Stormwater Improvement Conceptualisation (MUSIC) Software program by eWater

CRC. Pollutant export rates are currently only available for Total Suspended Solids (TSS), Total Nitrogen (TN), Total

Phosphorous (TP) and Gross Pollutants (GP). Therefore, only quantitative modelling for TSS, TN, TP & GP has been

undertaken using MUSIC.

Modelling has only been undertaken on the post-development proposal with SQID’s installed so as to demonstrate the

percentage reduction for each pollutant type.

Figure 6 – MUSIC Model Set-up

23-25 Lachlan Avenue, Macquarie Park, NSW Water Quality Treatment | 11

Figure 7 – MUSIC Model Results

Indicator Total Site Reduction Site Targets Target Achieved

Gross Pollutants 98% 90% Yes

Total Suspended Solids (TSS) 85.3% 85% Yes

Total Phosphorus (TP) 79.3% 65% Yes

Total Nitrogen (TN) 51.8% 45% Yes

From the results presented above it can be seen that the proposed water treatment measures mean that the stormwater

quality treatment meets with the Council’s reduction targets. Music summary report has been attached to appendix D.

23-25 Lachlan Avenue, Macquarie Park, NSW Erosion & Sedimentation Control | 12

Erosion & Sedimentation Control

Landcom have published a design guide entitled “Managing Urban Stormwater - Soils and Construction” which is regarded

as the standard to which erosion and sedimentation control should be designed to within NSW.

The control of erosion and sedimentation describes the measures incorporated during and following construction of a new

development to prevent the pollution and degradation of the downstream watercourse.

A Soil and Water Management Plan has prepared as part of the development application documentation and is included in

Appendix A of this report.

Stormwater Drainage Infrastructure Inlets

Risk:

• Sediment from the construction site washing into the existing stormwater drainage inlet infrastructure.

Consequence:

• The sediment will then be conveyed into the downstream waterbody by stormwater runoff, contaminating the

waterbody.

• The sediment will build up blocking the stormwater infrastructure and preventing stormwater conveyance to

the downstream waterbody and impacting drainage upstream.

Mitigation:

• Sandbag protection will be installed surrounding all existing stormwater drainage infrastructure inlets to

prevent sediment entering the system.

Maintenance:

• Frequent inspection of the sandbags to ensure they are arranged in a manner that prevents sediment from

accessing the drainage system. If sediment is building up on the sandbags they should be cleared of

sediment and re-established.

Construction Exit Protection

Risk:

• Spoil such as soil being conveyed from the site on the wheels of vehicles.

Consequence:

• Spoil being tracked onto the public road corridors where it is then washed into the existing stormwater

drainage infrastructure and is then washed downstream polluting the downstream waterbody.

• Spoil being tracked onto the public road creating dangerous driving conditions for other road users.

Mitigation:

• A shaker grid and wash down facility will be installed at all exits from the construction site. All vehicles

leaving the site will have their wheels washed down and pass over the shaker grid to remove any spoil

collected on their wheels and retaining the spoil on site.

Maintenance:

• Frequent inspection of the shaker grid to ensure it is clean and still functioning.

23-25 Lachlan Avenue, Macquarie Park, NSW Erosion & Sedimentation Control | 13

Downstream Site Boundaries

Risk:

• Rainfall runoff falling on the site collecting sediment from the construction site and conveying it overland onto

downstream properties and waterbodies.

Consequence:

• Sediment discharge polluting downstream properties and waterbodies.

Mitigation:

• Installation of sediment fences on all downstream boundaries of the site to collect sediment and prevent it

discharging onto downstream properties or waterbodies.

Maintenance:

• Regular inspection of the sediment fences to ensure they are functioning correctly and are intact.

• If sediment build up is present it should be removed to ensure correct functionality of the fences.

23-25 Lachlan Avenue, Macquarie Park, NSW Stormwater - Dial Before You Dig

Appendix A Stormwater - Dial Before You Dig

23-25 Lachlan Avenue, Macquarie Park, NSW Civil Drawings

Appendix B Civil Drawings

LACHLA

N AVENUE

COTTONWOOD CRES

WINDSOR DRIVE

HERRING ROAD

WATERLOO ROAD

PROPOSEDEXTENT OF WORKS

CAD

FILE

: 454

28-C

I-000

-001

.DW

G

CI-000-001 C

DATE

PLO

TTED

: 23/0

4/202

1 6:41

:07 P

M B

Y : M

OREN

O, M

IQUE

AS

DRAWING REGISTRYDRAWING NUMBER DRAWING TITLE

CI-000-N01 COVER SHEET, DRAWING REGISTRY AND LOCALITY PLAN

CI-007-001 GENERAL NOTES

CI-070-001 SEDIMENT AND EROSION PLAN

CI-076-001 SEDIMENT AND EROSION DETAILS

CI-520-001 STORMWATER DRAINAGE GROUND PLAN

CI-520-002 STORMWATER DRAINAGE MEZZANINE LEVEL

CI-526-001 STORMWATER DETAILS SHEET 01

CI-526-002 STORMWATER DETAILS SHEET 02

LOCALITY PLANSCALE 1:1000

4542823-25 LACHLAN AVENUE, MACQUARIE PARKROTHELOWMANCLIENT PROJECT PROJECT No DRAWING No REV

APPROVALNOT FOR CONSTRUCTION

CIVIL ENGINEERING WORKS

SEDIMENT CONTROL

EROSION AND SEDIMENT CONTROL

OTHER MATTERS

NOTES

20.0m MAX

5.0m MAX

DEJ SJCJ

KJ

KJ

CJ

FACE OF KERB

DEJ

W

5.4m MAX1.8m MAX

CJCJCJ EJEJ

FACE OF KERB

6.0m

MAX

PROPOSED SERVICES NOTES1. THIS DRAWING IS TO BE READ IN CONJUNCTION WITH RELEVANT SERVICE

AUTHORITY DOCUMENTATION AND CURRENT NSW STREETS OPENINGCONFERENCE GUIDE TO CODES AND PRACTICES FOR STREETS OPENINGLITERATURE.

2. THE CONTRACTOR SHALL ATTEND, MANAGE & SUPERVISE THE PROVISIONOF PUBLIC UTILITY SERVICES TO THE WORKS GENERALLY AS INDICATED ONTHE SERVICES PLANS, NOTING THAT PRIOR & DURING CONSTRUCTION THEPUBLIC UTILTITY AUTHORITIES WILL FINALISE THEIR DOCUMENTATION TOCONSTRUCTION ISSUE STANDARD.

3. THE CIVIL CONTRACTOR (TRENCH PROVIDER) IS TO ARRANGE ON SITEMEETING WITH ALL SERVICE AUTHORITIES PRIOR TO THE INSTALLATION OFCONDUITS.

4. THE CIVIL CONTRACTOR TO CO-ORDINATE INSTALLATION OF ELECTRICITY,GAS,TELECOMMUNICATION, WATER AND SEWER SERVICES.

5. ELECTRICITY, GAS AND TELECOMMUNICATION SERVICES ARE TO BE LAIDFOLLOWING THE INSTALLATION OF STORMWATER, SEWER AND WATERSERVICES AND KERB AND GUTTER.

6. ALL UTILITY AUTHORITY REPRESENTATIVES TO INSPECT ROAD CROSSINGSPRIOR TO SEALING.

7. ALL ELECTRICAL ROAD CROSSINGS TO BE CLASS 6 (ORANGE) uPVCCONDUITS.

8. ALL GAS ROAD CROSSINGS TO BE uPVC GREY SEWER GRADE CONDUITS.9. ALL STREET POLES TO BE POSITIONED THE APPROPRIATE DISTANCE FROM

FACE OF KERB TO FACE OF POLE ACCORDING TO THE CURRENT NSWSTREETS OPENING CONFERENCE GUIDE TO CODES AND PRACTICES FORSTREETS OPENING LITERATURE. CONTRACTOR TO ALLOW TO EXCAVATEAND BACKFILL TRENCH GENERALLY IN ACCORDANCE WITH NOTE 2.

10. ALL SERVICE PIT COVERS AND MARKERS ARE TO BE LAID WHOLLY WITHINTHE CONCRETE FOOTPATH. CONTACT SUPERINTENDANT SHOULDDIFFICULTIES ARISE.

TELSTRA - DUTY OF CARE NOTE

- CEMENT TYPE SHALL BE (ACSE SPECIFICATION) TYPE SL- PROJECT CONTROL TESTING SHALL BE CARRIED OUT INACCORDANCE WITH AS 1379.

NUMBER OF BARS IN GROUP

17 N 20 250

THE FIGURE FOLLOWING THE FABRIC SYMBOL SL IS THEREFERENCE NUMBER FOR FABRIC TO AS/NZS 4671.

MIN 25 LAP TWO WIRES

ELEMENT AS 3600 F'c MPaAT 28 DAYS

SPECIFIEDSLUMP

NOMINALAGG. SIZE

VEHICULAR BASEKERBS, PATHS,AND PITS

32

25

60

80

20

20

NOMINAL BAR SIZE IN mm SPACING IN mm

BAR GRADE AND TYPE

1. ORIGIN OF LEVELS:- REFER SURVEY NOTES.2. CONTRACTOR MUST VERIFY ALL DIMENSIONS AND EXISTING LEVELS ON

SITE PRIOR TO COMMENCEMENT OF WORK. ANY DISCREPANCIES TO BEREPORTED TO STANTEC.

3. CONTRACTOR TO CONFIRM ALL CBR VALUES PRIOR TO COMMENCEMENTOF WORKS.

4. MAKE SMOOTH CONNECTION WITH EXISTING WORKS.5. ALL TRENCH BACKFILL MATERIAL SHALL BE COMPACTED TO THE SAME

DENSITY AS THE ADJACENT MATERIAL.6. ALL SERVICE TRENCHES UNDER VEHICULAR PAVEMENTS SHALL BE

BACKFILLED WITH SAND TO 300mm ABOVE PIPE. WHERE PIPE IS UNDERPAVEMENTS BACKFILL REMAINDER OF TRENCH TO UNDERSIDE OFPAVEMENT WITH SAND OR APPROVED GRANULAR MATERIAL COMPACTED IN150mm LAYERS TO MINIMUM 98% MODIFIED MAXIMUM DRY DENSITY INACCORDANCE WITH AS 1289 5.2.1. (OR A DENSITY INDEX OF NOT LESS THAN75)

7. PROVIDE 10mm WIDE EXPANSION JOINTS BETWEEN BUILDINGS AND ALLCONCRETE OR UNIT PAVEMENTS.

8. ASPHALTIC CONCRETE SHALL CONFORM TO RMS. SPECIFICATION R116.9. ALL BASECOURSE MATERIAL SHALL BE IGNEOUS ROCK QUARRIED

MATERIAL TO COMPLY WITH RMS. FORM 3051 (UNBOUND), RMS. FORM 3052(BOUND) COMPACTED TO MINIMUM 98% MODIFIED DENSITY IN ACCORDANCEWITH AS 1289 5.2.1.FREQUENCY OF COMPACTION TESTING SHALL NOT BE LESS THAN 1 TESTPER 50m3 BASECOURSE MATERIAL PLACED.

10. ALL SUB-BASE COURSE MATERIAL SHALL BE IGNEOUS ROCK QUARRIEDMATERIAL TO COMPLY WITH RMS. FORM 3051, 3051.1 AND COMPACTED TOMINIMUM 95% MODIFIED DENSITY IN ACCORDANCE WITH A.S 1289 5.2.1FREQUENCY OF COMPACTION TESTING SHALL NOT BE LESS THAN 1 TESTPER 50m3 OF SUB-BASE COURSE MATERIAL PLACED.

11. AS AN ALTERNATIVE TO THE USE OF IGNEOUS ROCK AS A SUB-BASEMATERIAL IN (9) A CERTIFIED RECYCLED CONCRETE MATERIAL COMPLYINGWITH RMS. FORM 3051 AND 3051.1 WILL BE CONSIDERED. SUBJECT TOMATERIAL SAMPLES AND APPROPRIATE CERTIFICATIONS BEING PROVIDEDTO THE SATISFACTION OF STANTEC.

12. SHOULD THE CONTRACTOR WISH TO USE A RECYCLED PRODUCT THISSHALL BE CLEARLY INDICATED IN THEIR TENDER AND THE PRICEDIFFERENCE BETWEEN AN IGNEOUS PRODUCT AND A RECYCLED PRODUCTSHALL BE CLEARLY INDICATED.

13. WHERE NOTED ON THE DRAWINGS THAT WORKS ARE TO BE CARRIED BYOTHERS, (eg. ADJUSTMENT OF SERVICES), THE CONTRACTOR SHALL BERESPONSIBLE FOR THE CO-ORDINATION OF THESE WORKS.

1. ALL WORKMANSHIP AND MATERIALS SHALL BE IN ACCORDANCE WITH AS3600 CURRENT EDITION WITH AMENDMENTS, EXCEPT WHERE VARIED BYTHE CONTRACT DOCUMENTS.

2. CONCRETE QUALITY ALL REQUIREMENTS OF THE CURRENT ACSECONCRETE SPECIFICATION DOCUMENT 1 SHALL APPLY TO THE FORMWORK,REINFORCEMENT AND CONCRETE UNLESS NOTED OTHERWISE.

3. NO ADMIXTURES SHALL BE USED IN CONCRETE UNLESS APPROVED INWRITING BY STANTEC.

4. CLEAR CONCRETE COVER TO ALL REINFORCEMENT FOR DURABILITY SHALLBE 40mm TOP AND 70mm FOR EXTERNAL EDGES UNLESS NOTEDOTHERWISE.

5. ALL REINFORCEMENT SHALL BE FIRMLY SUPPORTED ON MILD STEELPLASTIC TIPPED CHAIRS, PLASTIC CHAIRS OR CONCRETE CHAIRS AT NOTGREATER THAN 1m CENTRES BOTH WAYS. BARS SHALL BE TIED ATALTERNATE INTERSECTIONS.

6. THE FINISHED CONCRETE SHALL BE A DENSE HOMOGENEOUS MASS,COMPLETELY FILLING THE FORMWORK, THOROUGHLY EMBEDDING THEREINFORCEMENT AND FREE OF STONE POCKETS. ALL CONCRETEINCLUDING SLABS ON GROUND AND FOOTINGS SHALL BE COMPACTED ANDCURED IN ACCORDANCE WITH R.M.S. SPECIFICATION R83.

7. REINFORCEMENT SYMBOLS:

8. FABRIC SHALL BE LAPPED IN ACCORDANCE WITH THE FOLLOWING DETAIL:

N DENOTES GRADE 450 N BARS TO AS/NZS 4671 GRADE NR DENOTES 230 R HOT ROLLED PLAIN BARS TO AS/NZS 4671SL DENOTES HARD-DRAWN WIRE REINFORCING FABRIC TO AS/NZS 4671

THE EXISTING SITE CONDITIONS SHOWN ON THE FOLLOWING DRAWINGS HAVEBEEN SHOWN AS PER THE TOPOGRAPHIC SURVEY RECEIVED ON 06/11/2017FILE 9679-003-TOPO-MGA + LIDAR, AS INVESTIGATED BY REGISTEREDSURVEYORS. THE INFORMATION IS SHOWN TO PROVIDE A BASIS FOR DESIGN.STANTEC DOES NOT GUARANTEE THE ACCURACY OR COMPLETENESS OF THESURVEY BASE OR ITS SUITABILITY AS A BASIS FOR CONSTRUCTION DRAWINGS.SHOULD DISCREPANCIES BE ENCOUNTERED DURING CONSTRUCTIONBETWEEN THE SURVEY DATA AND ACTUAL FIELD DATA, CONTACT STANTEC.

1. ALL CONCRETE TO HAVE A MINIMUM COMPRESSIVE STRENGTH OF 25 MPaU.N.O IN REINFORCED CONCRETE NOTES.

2. ALL KERBS, GUTTERS, DISH DRAINS AND CROSSINGS TO BE CONSTRUCTEDON 100mm GRANULAR BASECOURSE COMPACTED TO MINIMUM 95%MODIFIED DRY DENSITY (AS 1289 5.2.1).

3. EXPANSION JOINTS (E.J) TO BE FORMED FROM 10mm COMPRESSIBLE CORKFILLER BOARD FOR THE FULL DEPTH OF THE SECTION AND CUT TO PROFILE.EXPANSION JOINTS TO BE LOCATED AT DRAINAGE PITS, ON TANGENTPOINTS OF CURVES AND ELSEWHERE AT MAX 12m CENTRES EXCEPT FORINTEGRAL KERBS WHERE THE EXPANSION JOINTS ARE TO MATCH THEJOINT LOCATIONS IN THE SLABS.

4. WEAKENED PLANE JOINTS TO BE MIN 3mm WIDE AND LOCATED AT 3mCENTRES EXCEPT FOR INTEGRAL KERBS WHERE THE WEAKENED PLANEJOINTS ARE TO MATCH THE JOINT LOCATIONS IN THE SLABS.

5. BROOMED FINISH TO ALL RAMPED AND VEHICULAR CROSSINGS. ALL OTHERKERBING OR DISH DRAINS TO BE STEEL FLOAT FINISHED.

6. IN THE REPLACEMENT OF KERB AND GUTTER :- EXISTING ROADPAVEMENT IS TO BE SAWCUT 900mm U.N.O FROM THE LIP OF GUTTER.UPON COMPLETION OF THE NEW KERB AND GUTTER NEW BASECOURSEAND SURFACE TO BE LAID 600mm WIDE U.N.O.

7. EXISTING ALLOTMENT DRAINAGE PIPES ARE TO BE BUILT INTO THE NEWKERB AND GUTTER WITH 100mm DIA HOLE.

8. EXISTING KERB AND GUTTER IS TO BE COMPLETELY REMOVED WHERE NEWKERB AND GUTTER IS SHOWN.

1. ALL PEDESTRIAN PAVEMENTS ARE TO BE JOINTED AS FOLLOWS. (U.N.O)2. EXPANSION JOINTS ARE TO BE LOCATED WHERE POSSIBLE AT TANGENT

POINTS OF CURVES AND ELSEWHERE AT MAX. 5.4m CENTRES.3. CONTRACTION JOINTS ARE TO BE LOCATED AT A MAX. SPACING OF 1.8m4. WHERE POSSIBLE JOINTS SHOULD BE LOCATED TO MATCH KERBING

AND OR ADJACENT PAVEMENT JOINTS.5. PEDESTRIAN PAVEMENT JOINT DETAIL:

6. ALL VEHICULAR PAVEMENTS TO BE JOINTED AS FOLLOWS. (U.N.O)7. CONTRACTION JOINTS SHOULD GENERALLY BE LOCATED AT A MAX OF

5.0m CENTRES WITH DOWELED EXPANSION JOINTS AT MAX 20.0mCENTRES

8. VEHICULAR PAVEMENT JOINT DETAIL.

VEHICULAR PAVEMENT JOINTS

PEDESTRIAN PAVEMENT JOINTS

JOINTING NOTES

KERBING NOTESCONCRETE NOTES

SURVEY NOTES

SITEWORKS NOTES

TELSTRA'S PLANS SHOW ONLY THE PRESENCE OF CABLES AND PLANT. THEYONLY SHOW THEIR POSITION RELATIVE TO ROAD BOUNDARIES, PROPERTYFENCES ETC. AT THE TIME OF INSTALLATION AND TELSTRA DOES NOTWARRANT OR HOLD OUT THAT SUCH PLANS ARE ACCURATE THEREAFTER DUETO CHANGES THAT MAY OCCUR OVER TIME. DO NOT ASSUME DEPTH ORALIGNMENT OF CABLES OR PLANT AS THESE VARY SIGNIFICANTLY.THE CONTRACTOR HAS A DUTY OF CARE WHEN EXCAVATING NEAR TELSTRACABLES AND PLANT. BEFORE USING MACHINE EXCAVATORS TELSTRA PLANTMUST FIRST BE PHYSICALLY EXPOSED BY SOFT DIG POTHOLING TO IDENTIFYIT'S LOCATION TELSTRA WILL SEEK COMPENSATION FOR DAMAGES CAUSED TOIT'S PROPERTY AND LOSSES CAUSED TO TELSTRA AND IT'S CUSTOMERS.

1. THE SITE SUPERINTENDENT/ENGINEER WILL ENSURE THAT ALL SOIL ANDWATER MANAGEMENT WORKS ARE LOCATED AS DOCUMENTED.

2. ALL WORK SHALL BE GENERALLY CARRIED OUT IN ACCORDANCE WITH2.1. LOCAL AUTHORITY REQUIREMENTS2.2. EPA REQUIREMENTS2.3. NSW DEPARTMENT OF HOUSING MANUAL "MANAGING URBAN

STORMWATER, SOILS AND CONSTRUCTION", 4th EDITION, MARCH 2004.3. MAINTAIN THE EROSION CONTROL DEVICES TO THE SATISFACTION OF THE

SUPERINTENDENT AND THE LOCAL AUTHORITY.4. WHEN STORMWATER PITS ARE CONSTRUCTED, PREVENT SITE RUNOFF

ENTERING UNLESS SEDIMENT FENCES ARE ERECTED AROUND PITS.5. CONTRACTOR IS TO ENSURE ALL EROSION & SEDIMENT CONTROL DEVICES

ARE MAINTAINED IN GOOD WORKING ORDER AND OPERATE EFFECTIVELY.REPAIRS AND OR MAINTENANCE SHALL BE UNDERTAKEN AS REQUIRED,PARTICULARLY FOLLOWING STORM EVENTS.

6. WHERE PRACTICAL, THE SOIL EROSION HAZARD ON THE SITE WILL BE KEPTAS LOW AS POSSIBLE. TO THIS END, WORKS SHOULD BE UNDERTAKEN INTHE FOLLOWING SEQUENCE:

6.1. INSTALL A SEDIMENT FENCE ALONG THE BOUNDARIES AS SHOWN ONPLAN. REFER DETAIL.

6.2. CONSTRUCT STABILISED CONSTRUCTION ENTRANCE TO LOCATION ASDETERMINED BY SUPERINTENDENT/ENGINEER. REFER DETAIL.

6.3. INSTALL SEDIMENT BASIN AS SHOWN ON PLAN6.4. INSTALL SEDIMENT TRAPS AS SHOWN ON PLAN.

7. UNDERTAKE SITE DEVELOPMENT WORKS IN ACCORDANCE WITH THEENGINEERING PLANS. WHERE POSSIBLE, PHASE DEVELOPMENT SO THATLAND DISTURBANCE IS CONFINED TO AREAS OF WORKABLE SIZE.

8. DURING WINDY WEATHER, LARGE, UNPROTECTED AREAS WILL BE KEPTMOIST (NOT WET) BY SPRINKLING WITH WATER TO KEEP DUST UNDERCONTROL.

9. FINAL SITE LANDSCAPING WILL BE UNDERTAKEN AS SOON AS POSSIBLEAND WITHIN 20 WORKING DAYS FROM COMPLETION OF CONSTRUCTIONACTIVITIES.

10. STOCKPILES WILL NOT BE LOCATED WITHIN 2 METRES OF HAZARD AREAS,INCLUDING LIKELY AREAS OF CONCENTRATED OR HIGH VELOCITY FLOWSSUCH AS WATERWAYS. WHERE THEY ARE BETWEEN 2 AND 5 METRESFROM SUCH AREAS, SPECIAL SEDIMENT CONTROL MEASURES SHOULD BETAKEN TO MINIMISE POSSIBLE POLLUTION TO DOWNSLOPE WATERS, E.G.THROUGH INSTALLATION OF SEDIMENT FENCING.

11. ANY SAND USED IN THE CONCRETE CURING PROCESS (SPREAD OVERTHE SURFACE) WILL BE REMOVED AS SOON AS POSSIBLE AND WITHIN 10WORKING DAYS FROM PLACEMENT.

12. WATER WILL BE PREVENTED FROM ENTERING THE PERMANENT DRAINAGESYSTEM UNLESS IT IS RELATIVELY SEDIMENT FREE, I.E. THE CATCHMENTAREA HAS BEEN PERMANENTLY LANDSCAPED AND/OR ANY LIKELYSEDIMENT HAS BEEN FILTERED THROUGH AN APPROVED STRUCTURE.

13. TEMPORARY SOIL AND WATER MANAGEMENT STRUCTURES WILL BEREMOVED ONLY AFTER THE LANDS THEY ARE PROTECTING AREREHABILITATED.

GENERAL INSTRUCTIONS

LAND DISTURBANCE

EROSION CONTROL

13. ACCEPTABLE RECEPTORS WILL BE PROVIDED FOR CONCRETE AND MORTARSLURRIES, PAINTS, ACID WASHINGS, LIGHT-WEIGHT WASTE MATERIALS ANDLITTER.

14. ANY EXISTING TREES WHICH FORM PART OF THE FINAL LANDSCAPING PLANWILL BE PROTECTED FROM CONSTRUCTION ACTIVITIES BY:

14.1. PROTECTING THEM WITH BARRIER FENCING OR SIMILAR MATERIALSINSTALLED OUTSIDE THE DRIP LINE

14.2. ENSURING THAT NOTHING IS NAILED TO THEM14.3. PROHIBITING PAVING, GRADING, SEDIMENT WASH OR PLACING OF

STOCKPILES WITHIN THE DRIP LINE EXCEPT UNDER THE FOLLOWINGCONDITIONS.

14.4. ENCROACHMENT ONLY OCCURS ON ONE SIDE AND NO CLOSER TO THETRUNK THAN EITHER 1.5 METRES OR HALF THE DISTANCE BETWEENTHE OUTER EDGE OF THE DRIP LINE AND THE TRUNK, WHICH EVER ISTHE GREATER

14.5. A DRAINAGE SYSTEM THAT ALLOWS AIR AND WATER TO CIRCULATETHROUGH THE ROOT ZONE (E.G. A GRAVEL BED) IS PLACED UNDERALL FILL LAYERS OF MORE THAN 300 MILLIMETRES DEPTH

14.6. CARE IS TAKEN NOT TO CUT ROOTS UNNECESSARILY NOR TOCOMPACT THE SOIL AROUND THEM.

1. ALL WORKS TO BE CARRIED OUT IN ACCORDANCE WITH COUNCIL /RELEVANT AUTHORITY SPECIFICATIONS AND DETAILS.

2. THESE DRAWINGS SHALL BE READ IN CONJUNCTION WITH OTHERCONSULTANTS' DRAWINGS AND SPECIFICATIONS AND WITH OTHER SUCHWRITTEN INSTRUCTIONS AS MAY BE ISSUED DURING THE COURSE OF THECONTRACT. ANY DISCREPANCY SHALL BE REFERRED TO THE ENGINEERBEFORE PROCEEDING WITH THE WORK.

3. ALL DIMENSIONS ARE IN MILLIMETRES & ALL LEVELS ARE IN METRES, UNO(UNLESS NOTED OTHERWISE).

4. NO DIMENSION SHALL BE OBTAINED BY SCALING THE DRAWINGS.5. ALL LEVELS AND SETTING OUT DIMENSIONS SHOWN ON THE DRAWINGS

SHALL BE CHECKED ON SITE PRIOR TO COMMENCEMENT OF WORKS.6. EXISTING SERVICES WHERE SHOWN HAVE BEEN PLOTTED FROM SUPPLIED

DATA AND SUCH THEIR ACCURACY CAN NOT BE GUARANTEED. IT IS THERESPONSIBILITY OF THE CONTRACTOR TO ESTABLISH THE LEVEL OF ALLEXISTING SERVICES PRIOR TO THE COMMENCEMENT OF WORK.

7. CAD FILES / DTM FILES TO BE SUPPLIED IN AUTOCAD FORMAT FOR SETOUTPURPOSES (UPON REQUEST).

1. REFER SPECIFICATIONS NOTES FOR EARTHWORKS GENERALREQUIREMENTS.

2. STRIP EXISTING TOPSOIL IN CONSULTATION WITH THE GEOTECHNICALENGINEER / REPORT. FOR THE PURPOSES OF EARTHWORKS CALCULATIONSA TOPSOIL STRIPPING DEPTH OF XXXXmm HAS BEEN ASSUMED. GROUNDSLAB DEPTH OF XXXXmm HAS BEEN ASSUMED WHERE REQUIRED.

3. NO ALLOWANCE HAS BEEN MADE FOR BULKING FACTORS. NOTE ALLVOLUMES DEPICTED ARE SOLID VOLUMES ONLY AND MAY NOT REFLECTDETAILED EARTHWORKS.

4. NO ALLOWANCE HAS BEEN MADE FOR DETAILED EARTHWORKS; ie SERVICETRENCHING, DETAILED EXCAVATION, FOOTINGS, RETAINING WALLS ANDTHE LIKE.

5. THE CONTRACTOR SHALL USE FINAL SURFACE LEVELS AND TYPICALPAVEMENT DETAILS FOR ACTUAL EARTHWORKS LEVELS.

6. BULK EARTHWORKS ARE BASED ON THE SETDOWN TO UNDERSIDE OFPAVEMENT BUILDUPS AS SPECIFIED FROM FINISHED SURFACE LEVELS.

7. SITE STRIPPING VOLUMES HAVE NOT BEEN INCLUDED IN BULKEARTHWORKS CALCULATIONS.

GENERAL NOTES BULK EARTHWORKS NOTES

1. ON COMPLETION OF STORMWATER INSTALLATION, ALL DISTURBED AREASMUST BE RESTORED TO ORIGINAL CONDITION, INCLUDING KERBS,FOOTPATHS, CONCRETE AREAS, GRAVEL AND GRASSED AREAS AND ROADPAVEMENTS, UNLESS DIRECTED OTHERWISE.

2. PIPES 300 DIA. AND LARGER TO BE REINFORCED CONCRETE CLASS '3'APPROVED SPIGOT AND SOCKET WITH RUBBER RING JOINTS. U.N.O.

3. PIPES UP TO 300 DIA SHALL BE SEWER GRADE uPVC WITH SOLVENTWELDED JOINTS.

4. EQUIVALENT STRENGTH VCP OR FRC PIPES MAY BE USED.5. ALL STORMWATER DRAINAGE LINES UNDER PROPOSED BUILDING SLABS TO

BE uPVC PRESSURE PIPE GRADE 6. ENSURE ALL VERTICALS ANDDOWNPIPES ARE uPVC PRESSURE PIPE, GRADE 6 FOR A MIN OF 3.0m INHEIGHT.

6. PIPES TO BE INSTALLED TO TYPE HS3 (ROAD) HS2 (LOTS) SUPPORT INACCORDANCE WITH AS 3725 (2007) IN ALL CASES BACKFILL TRENCH WITHSAND TO 300mm ABOVE PIPE. WHERE PIPE IS UNDER PAVEMENTS BACKFILLREMAINDER OF TRENCH TO UNDERSIDE OF PAVEMENT WITH SAND ORAPPROVED GRANULAR MATERIAL COMPACTED IN 150mm LAYERS TOMINIMUM 98% STANDARD MAXIMUM DRY DENSITY IN ACCORDANCE WITH AS1289 5.2.1. (OR A DENSITY INDEX OF NOT LESS THAN 75)

7. ALL INTERNAL WORKS WITHIN PROPERTY BOUNDARIES ARE TO COMPLYWITH THE REQUIREMENTS OF AS 3500 3.1 (2006) AND AS/NZS 3500 3.2 (2010).

8. PRECAST PITS MAY BE USED EXTERNAL TO THE BUILDING SUBJECT TOAPPROVAL BY STANTEC.

9. ENLARGERS, CONNECTIONS AND JUNCTIONS TO BE PREFABRICATEDFITTINGS WHERE PIPES ARE LESS THAN 300 DIA.

10. WHERE SUBSOIL DRAINS PASS UNDER FLOOR SLABS AND VEHICULARPAVEMENTS, UNSLOTTED uPVC SEWER GRADE PIPE IS TO BE USED.

11. CARE IS TO BE TAKEN WITH LEVELS OF STORMWATER LINES. GRADESSHOWN ARE NOT TO BE REDUCED WITHOUT APPROVAL.

12. GRATES AND COVERS SHALL CONFORM TO AS 3996.13. ALL INTERNAL PIT DIMENSIONS TO CONFORM TO AS3500.3 TABLE 7.5.2.114. AT ALL TIMES DURING CONSTRUCTION OF STORMWATER PITS, ADEQUATE

SAFETY PROCEDURES SHALL BE TAKEN TO ENSURE AGAINST THEPOSSIBILITY OF PERSONNEL FALLING DOWN PITS.

15. ALL EXISTING STORMWATER DRAINAGE LINES AND PITS THAT ARE TOREMAIN ARE TO BE INSPECTED AND CLEANED. DURING THIS PROCESS ANYPART OF THE STORMWATER DRAINAGE SYSTEM THAT WARRANTS REPAIRSHALL BE REPORTED TO THE SUPERINTENDENT/ENGINEER FOR FURTHERDIRECTIONS.

16. THE CONTRACTOR IS TO ORGANISE AND STAGE CONSTRUCTION WORK ANDUNDERTAKE ANY DIVERSION WORKS TO ENSURE THE EXISTING DRAINAGEIS ABLE TO CONVEY ALL STORMWATER FLOWS THAT MAY OCCUR DURINGTHE PERIOD OF THE CONSTRUCTION WORKS.

17. ANY DAMAGE TO THE WORKS DUE TO STORMWATER FLOWS OR FLOODINGDURING THE CONSTRUCTION PERIOD IS AT THE CONTRACTOR'S RISK.

18. SETOUT POINTS FOR STORMWATER STRUCTURES ARE AS INDICATED INTHE DRAWINGS UNLESS OTHERWISE NOTED.

19. ALL PAVED SURFACE LEVELS AND GRADES TO BE COORDINATED WITHGULLY PIT LEVELS TO ENSURE NO UNDRAINED AREAS OCCUR.

20. THE SIDES OF ALL PIPE TRENCH EXCAVATIONS DEEPER THAN 1.0m SHALLBE FULLY SUPPORTED AT ALL TIMES AND HAVE APPROPRIATE EDGEPROTECTION.

21. ALL NEW PIPES TO BE LAID IN AN UPSTREAM DIRECTION. THE LINE, LEVELAND LOCATION OF EXISTING SERVICES CROSSING THE LINE OF THEPROPOSED STORMWATER PIPE SHALL BE DETERMINED BY EXCAVATIONPRIOR TO THE LAYING OF THE PIPE. IF CONFLICT IS APPARENT, THEENGINEER SHALL BE NOTIFIED AND INSTRUCTIONS AS TO WHETHER THEEXISTING SERVICE IS TO BE ADJUSTED OR THE PROPOSED PIPE INVERTALTERED WILL BE ISSUED.

22. PIPE BEDDING, HAUNCH AND BACKFILL TO BE AS SHOWN ON THE CIVILDETAILS DRAWINGS AND THE CIVIL SPECIFICATION.

23. SUBSOIL DRAINAGE PIPES TO BE SLOTTED PIPE AND FILTER SOCK CLASS1000 TO AS2439 PART 1 LAID AT PREFERABLE MINIMUM GRADE 1 IN 100 ORABSOLUTE MINIMUM 1 IN 200 WHERE LIMITED BY OUTFALL LEVELS.

24. STORMWATER STRUCTURES ARE TO BE CONSTRUCTED PERPENDICULARTO THE INCOMING PIPEWORK UNLESS OTHERWISE NOTED.

25. PRECAST COMPONENTS SHALL BE CONNECTED BY MEANS OF EPOXY ORCHEMICAL GROUTED BARS OF THE SAME DIAMETER AND SPACING AS THESMALLER BARS IN THE RESPECTIVE COMPONENTS.

26. PRE-CAST PITS MUST HAVE LIFTING ANCHORS.27. WORKING LOADS ARE THOSE DUE TO FILL MATERIAL AND STANDARD

HIGHWAY VEHICLES AS PER AS3725. CONSTRUCTION LOADS HAVE NOTBEEN ALLOWED FOR.

28. ALL EXPOSED EDGES ON STORMWATER PITS TO BE ROUNDED TO 5mm RAD.UNO.

STORMWATER DRAINAGE NOTES

CAD

FILE

: 454

28-C

I-007

-001

.DW

GDA

TE P

LOTT

ED: 2

3/04/2

021 6

:04:10

PM

BY

: MOR

ENO,

MIQ

UEAS

23.04.21RETJDUREVISED FOR DAC09.04.21RETJDUISSUED FOR DAB01.04.21RETJDUISSUED FOR DAA

GENERAL NOTES

N.T.S. CI-007-001 B


mAHDMGA

THIS DRAWING HAS BEEN DOCUMENTED IN COLOUR.THIS DRAWING IS REQUIRED TO BE PRINTED IN COLOUR.

FAILURE TO DO SO MAY RESULT IN LOSS OF INFORMATION.BLACK & WHITE PRINTING MAY ONLY BE USED IF SPECIFIC BLACK & WHITE

DOCUMENTS HAVE BEEN OBTAINED FROM STANTEC.

REVDRAWING NoPROJECT NoSCALE @ A1REV DESCRIPTION DRAWN APP'D DATE PROJECT TITLEARCHITECT/CLIENT

23-25 LACHLAN AVENUE,MACQUARIE PARK

45428

DRAWN:

DESIGNED:

VERIFIED:

APPROVEDFOR TENDER:

APPROVED FORCONSTRUCTION:

ROTHE LOWMAN

AutoCAD SHX Text

WWW.1100.COM.AU1100.COM.AU.COM.AU

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.

0

1

C

H

.

2

1

6

°

0

1

'

5

0

"

-

1

3

.0

1

AB

AN

DO

NE

D

PO

OL

GR

AS

S

GR

AS

S

IRREGULAR PALING FENCE

54.00

54.00

5

4

.

0

0

5

5

.

0

0

56.00

5

6

.0

0

57.00

5

7

.0

0

58.00

5

8

.0

0

5

9

.0

0

TR

EE

TR

EE

C

O

N

C

.

BL. W

ALL

TR

EE

LA

RG

E

BIN

S

T

O

R

A

G

E

TR

EE

GU

M

LA

RG

E

B

R

I

C

K

W

A

L

L

B

R

I

C

K

W

A

L

L

TR

EE

GU

M

LA

RG

E

B

I

N

S

T

O

R

A

G

E

(

V

.

C

)

CONCRETE

BLOCK

WALL

GA

RA

GE

BR

IC

K

BALCONY

S P

1 1 8 5 0

S P 1 1 4 1 5

4 9

D P

2 4 0 1 1 0

S P

7 1 8 4

D P

2 4 0 1 1 0

3 9

CAD

FILE

: 454

28-C

I-070

-001

.DW

GDA

TE P

LOTT

ED: 2

3/04/2

021 6

:06:49

PM

BY

: MOR

ENO,

MIQ

UEAS


11 2 3 4 51:100 1:200

A1A3

0

SEDIMENT AND EROSIONPLAN

1:100 CI-070-001 B


mAHDMGA






45428

DRAWN:

DESIGNED:

VERIFIED:

APPROVEDFOR TENDER:


ROTHE LOWMAN

LEGENDPROPOSED SITE BOUNDARY

SANDBAG PIT PROTECTION

VEHICLE SHAKEDOWN DEVICE

PROPOSED SILT FENCE

NOTE:REFER DRAWING CI-076-01 FOR EROSION AND SEDIMENT CONTROL DETAILS

PROPOSED JUNCTION PIT

EXISTING JUNCTION PIT

PROPOSED GRATED PIT

EXISTING GRATED PIT

PROPOSED KERB INLET PIT

EXISTING KERB INLET PIT

AutoCAD SHX Text


50 x 100mm WOOD FRAME

450m

m (M

AX)

FILTER MATERIAL

900m

m (M

IN)

FABRIC DROP INLET PROTECTION WITHSPILL-THROUGH WEIR

INLET GRATE TO BE WRAPPED INGEO-FABRIC.

FIELD INLET SEDIMENT CONTROLN.T.S.

PROPOSED FIELD INLET

0.2m

NOM

15 mMIN

3 mMIN

20mm (NOM) AGGREGATE

PROPERTY ALIGNMENT

BERM (300mm MIN HEIGHT)

KERB & CHANNEL

EXISTING, OR NEW ROADWAY

GEOTEXTILE FABRIC,BIDUM U34 OR SIMILAR.

SILT FENCE

RUNOFF FROM PADDIRECTED TO SEDIMENT TRAP.

FIELD INLET PROTECTIONN.T.S.

TEMPORARY CONSTRUCTION ENTRY/EXIT SEDIMENT TAPN.T.S.

BACKFILL

50x50mm HW STAKE OR STEELPICKET 1.2m MIN LONG.

0.5m MIN.

0.2m MIN.

HEIGHT OF FILTER

2m MAX. C to C

PERSPECTIVE VIEW

FLOW

INTO GROUND.

1m MIN. FENCE POSTSDRIVEN MIN. 0.5m

TYPICAL SECTION

MIN 0.2m

PROP

ERTY

BOU

NDAR

Y

FIX TO TOP OF STAKE WITHSHADECLOTH FASTENER OR

TIE TO STEEL PICKET.

GEOTEXTILEFABRIC

OVERLAND FLOW

0.2m

BRIGHTLY COLORED SAFETYCAP TO EACH PICKET

SEDIMENT FENCE DETAILN.T.S.

3m (MAX) WITH WIRE BACKING,OTHERWISE 2m (MAX)

FABRIC BURIED200mm

SEDIMENT FENCE FABRIC,NOT FILTER CLOTH ORSHADE CLOTH

ALL SUPPORT POSTSPLACED DOWN-SLOPEOF FABRIC

INSTALLATION OF SEDIMENT FENCEN.T.S

1.0m (MIN)

1m 'RETURNS' PLACED AT 20m SPACING (MAX) IF FENCEIS LOCATED ALONG THE CONTOUR, OTHERWISE 5 TO10m DEPENDING ON SLOPE

DIRECTION OF FLOW

SANDBAG KERB INLET SEDIMENT TRAPN.T.S.

GAPS BETWEEN BAGSACT AS SPILLWAY

THREE LAYERS OF SANDBAGSWITH ENDS OVERLAPPED4

SANDBAGS OVERLAPONTO KERB

2m Min.

RUNOFF

CAD

FILE

: 454

28-C

I-076

-001

.DW

GDA

TE P

LOTT

ED: 2

3/04/2

021 6

:09:07

PM

BY

: MOR

ENO,

MIQ

UEAS


1010 20 30 40 501:1000 1:2000

A1A3

0

SEDIMENT AND EROSIONDETAILS

NOTED CI-076-001 B


mAHDMGA






45428

DRAWN:

DESIGNED:

VERIFIED:

APPROVEDFOR TENDER:


ROTHE LOWMAN

AutoCAD SHX Text


3 1

48.1 m²

CASUAL STUDY &MEDIA

CASUAL STUDY &MEDIA

64.0 m²DININGDINING

79.4 m²LOUNGE 1LOUNGE 1

30.7 m²FOYER/WAITINGFOYER/WAITING

LIFTLIFT

LIFTLIFT

LIFTLIFT

29.8 m²KITCHENKITCHEN

34.6 m²FOYERFOYER

RL 54.850

2

19.1 m²

PRIVATE OPENSPACE

PRIVATE OPENSPACE

RL 56.850

55.8 m²QUIET STUDY & PODSQUIET STUDY & PODS

9.9 m²RECEPTIONRECEPTION

13.8 m²OFFICEOFFICE16.8 m²

MAIL ROOMMAIL ROOM

RL 54.55060.8 m²

3 BED MANAGERSAPARTMENT

3 BED MANAGERSAPARTMENT

RL 54.850

8.3 m²

MANAGEMENT BACKOF HOUSE

MANAGEMENT BACKOF HOUSE

73.4 m²LOUNGE 2LOUNGE 2

1:20 MAX

BICYCLE STOREACCESS LIFT


RL 55.250

RL 58.990

RL 58.290

RL 58.030

RL 55.250

5.4 m²ACC. WCACC. WC

RL 55.250

110.7 m²

COMMUNALCOURTYARD 1

COMMUNALCOURTYARD 1

54.5 m²

COMMUNALCOURTYARD 2

COMMUNALCOURTYARD 2

50.8 m²OUTDOOR STUDYOUTDOOR STUDY

RL 54.850

RL 54.480

RL 54.400

RL 54.710

RL 59

.000

RL 58

.240

RL 58

.000

MECH

.ME

CH.

INV 53.45

INV 54.17

Ø150

QL-BQL-B

-0.2m-0.2m

53.3153.32

53.29

S

SSSSSSSSSSSSSSSSSSSSSSSSSSSSSSSSS

QL-B

QL-C

QL-B

QL-B

QL-D

QL-BQL-BQL-B

QL-B

INV

INV

INVINVINV

INV

-1.83m

-1.2m

-1.2m-1.16m-1.38m

-1.36m

54.58

54.59

53.31

53.76

53.84

53.2453.3554.58

57.41

SMH 54.57

SMH 53.30

SMH 57.44

WW

WW

QL-B

QL-B

QL-B

QL-B

QL-B

QL-B

QL-B

Ø20

Ø20

Ø20

Ø20

Ø20

Ø20

Ø20

-0.37m

-0.28m

-0.3m

-0.5m

-0.8m

-0.65m

-0.25m

53.69

53.47

53.30

53.30

53.29

53.29

53.29

SW

SW

SW

SW

SW

SW

SW

SW

SW

SW

SW

SW

SW

SW

SW

SW

SW

SW

SW

SW

SW

SW

SW

SW

SW

SWSWSWSWSWSWSWSWSWSWSWSWSWSWSWSWSWSWSWSWSWSWSWSWSWSWSWSW

QL-A

QL-A

QL-A

STORM

STORM

STORM

Ø100

Ø100

INV

INV

INV

51.87

54.26

54.20

QL-B

QL-C

QL-DQL-D QL-BQL-B

QL-B

QL-BQL-BQL-B

Ø225

Ø225Ø225

Ø225

Ø225Ø225Ø225 INV

INVINV

INV

INVINVINV

-0.88m

-1.5m-1.2m

-0.7m

-0.54m-0.4m-0.55m

52.89

54.47

PIT 54.45

54.55

PIT 54.61

54.6953.9954.55

54.68

54.6954.8155.08

PIT 54.46LP54.57

SW SW SW SW SW SW

PIT 54.51

LP

S

S

53.46

APPRO

X LINE O

F BOU

ND

ARY FR

OM

EXISTING

SUR

VEY

MH AMH B

SW 2SW 1

SS

SS

SS

SS

SS

SS

OVERGROWNPIT SW 1

SW

MH D

MH C

PROPOSED ON-SITE DETENTION TANKOSD AREA = 33.5m²

WATER TREATMENT AREA = 4m²TOTAL TANK AREA = 37.5m²

MIN. STORAGE VOLUME = 63.8m3

INVERT = 52.89 m AHDTOP OF TANK = 55.00 m AHD

FILTER SYSTEM= 7x ZPG 690mm

Ex

PROPOSED PITSL: 53.90

IL 53.00

EXIS

TING

Ø37

5

A/1

Ø225 @

MIN1%

EXISTING PITSL: 52.89

IL:51.87

Ø150

Ø150

Ø150

Ø150

SUS

PEND

ED U

NDER

SLA

BØ1

50 S

USPE

NDED

UND

ER S

LAB

Ø150 SUSPENDED UNDER SLAB


Ø150


IL:56.35


IL:54.75

PROPOSED PITSL: 55.11IL:54.58



IL:54.17


IL:53.53


IL:53.67


IL:53.75

APPROX. LOCATION OFEXISTING STORMWATER PITAT START OF EASEMENT

EXISTING Ø225 EXISTING Ø225

Ø225 @ MIN1%

1.184

m

1.224

m

1.461

m

1.124

m

1.204

m

1.328

m

1.361

m

EXISTING CONNECTIONS WITHIN SITE TO EXISTINGSTORMWATER PIPE TO BE DECOMMISSIONED.BASEMENT EXTENT ROOF EXTENT

CAD

FILE

: 454

28-C

I-520

-001

.DW

GDA

TE P

LOTT

ED: 2

0/08/2

021 4

:22:06

PM

BY

: CHO

I, JER

EMY

20.08.21RETJBCISSUED FOR DAD18.08.21RETRETISSUED FOR DAC09.04.21RETJDUISSUED FOR DAB01.04.21RETJDUISSUED FOR DAA

STORMWATER DRAINAGEMANAGEMENT PLAN

1:100 CI-520-001 D


mAHDMGA






45428

DRAWN:

DESIGNED:

VERIFIED:

APPROVEDFOR TENDER:


ROTHE LOWMAN


PROPOSED BUILDING

PROPOSED STORMWATER PIPE

PROPOSED BASEMENT EXTENT

PROPOSED ROOF EXTENT

PROPOSED GROUND FLOOR EXTENT

ON SITE DETENTION TANK

EXISTING STORMWATER PIPE



PROPOSED GRATED PIT

EXISTING GRATED PIT



A.1

PROPOSED GRATED DRAIN

PROPOSED SUBSURFACE DRAIN

PIT LABEL

KERB AND GUTTERK&G

KOKERB ONLY

SERVICE TO BE REMOVED

ALL BUILDING HYDRAULICS TO BEDIRECTED TO STORMFILTER CHAMBER

A1A3

11 0 2 3 4 51:1001:200

AutoCAD SHX Text


54.58

57.02

58.69

58.99

59.1

659

.48

56.56

53.57

55.14

56.87

56.84

58.97

58.99

58.50

58.83

59.20

59.51

56.51

56.42

56.38 56

.32

54.87

54.90

54.82

56.90

57.11

57.12

55.14

54.93

54.76

54.5

6

54.71

56.03

56.37

54.15

53.71

53.27

55.26

55.0

5

56.7

9

56.5

8

56.4

3 54.99

54.9

5

54.8

5

54.73

54.55

54.62

54.78

56.99

57.48

58.4

7

58.6

7

57.13

57.3157

.80

57.9858.50

58.92

57.63

56.51

56.56 56

.30

56.57

56.56

55.9

5

55.4

0

56.58

54.7

0

54.63

54.6

9

54.35

54.48

54.63

54.66

54.6

7

54.5

3

54.54

54.5

2

54.2

2

54.22

54.4654

.57

54.6

2

55.6

8

55.6

6

54.58

54.49

54.9

3

57.39

55.0

455.2

5

57.06 WALL TOP

R.L.56.01

56.20

56.68

56.86 56.42 55.76

55.10

55.37

58.29

57.41

58.31

58.69

58.89

58.7

4

58.63

58.23

58.51

59.37

56.66

56.62

56.75

56.8

2

56.88 56.7

9

54.66

54.73

54.59

54.55

54.52

57.07

57.20

57.32

57.33

57.65

57.85

58.24

58.13

58.6

3

58.07

57.71

54.4

954.6

1

56.3

4

58.66

57.1

5

54.9

1

54.9

2

54.8

8

54.85

54.46

55.15

55.0

3

54.9

2

55.46

54.83

54.48

54.56

54.40

54.43

54.32 54

.23

54.5

2

54.6

254.6

0

54.8

8

54.64

54.9

2

54.91

54.91

54.64

54.84

55.07

57.58

54.9

2

57.7758

.03

58.49

57.8758

.86

58.98

57.2

9

59.2

4

58.88

56.20

56.12

54.9

554.73

57.16

57.17

57.1757

.16

57.15

57.68

55.92

55.50

LCLC

LC

LAC

HLA

N

AVE

NU

E

(V.C

)

(G)

(G)

(G)

(G)

KER

B

0.15HIGH

BM O

N K

BR

.L54

.80(

A.H

.D)

TREE

GR

ASS

FOO

TPAT

H

SIG

NPA

RKI

NG

TREE

SMAL

L

LAN

DIN

G

TREE

GU

MLA

RG

E

WAT

ERM

ETER

R.L

.55.

97

BRICK WALLPALING FENCE

U/S

GU

TTER

R.L

.68.

25U

/S G

UTT

ER R

.L.6

7.25

PALI

NG

FE

NC

EPA

LIN

G

FEN

CE

METAL FENCE METAL FENCE ON CONCRETE BLOCK WALL WELD MESH FENCE

TREE

TREE

LAR

GE

TREE

LAR

GE

TREE

LAR

GE

(V.C)

TELS

TRA

PIT

R.L

.54.

62

DRAIN

LID

MAN

HO

LER

.L.5

4.57

(G)

POLE

LIG

HT

MAN

HO

LER

.L.5

3.23

LID

HYD

RAN

T

R.L

.54.

52

TELS

TRA

PIT

R.L

.54.

58

CONCRETE DRIVEWAY

CONC

RETE

DRIV

EWAY

BITUMEN

WAT

ERM

ETER

R.L

.54.

65

PALI

NG

CO

NC

RET

EFO

OTP

ATH

FLO

OR

LEV

ELR

.L.5

8.81

BALCONY

FLO

OR

LEV

ELR

.L.5

8.76

BALCONY

BALCONY

BALCONY

U/S

GU

TTER

R.L

.67.

09

TREE

TREE

TREE

TREE

LAR

GE

WALL TOPR.L.57.04

BRIC

K W

ALL

TREE

TREE

PAPE

RBA

RK

SMAL

L

TREE

PALI

NG

FEN

CE

PATH

PATH

CONCRETE

PAPE

RBA

RK

SMAL

L

TREE

PAPE

RBA

RK

TREE

PAPE

RBA

RK

TREE

PAPE

RBA

RK

TREE

WALL TOPR.L.56.84PALING

FENCE

PALING FENCE ON CONC. BLOCK WALL PALING FENCE

GR

ATE

R.L

.56.

66

GR

ATE

R.L

.56.

55

LID

R.L

.56.

62

LID

R.L

.56.

46

LID

R.L

.54.

93

WAT

ERM

ETER

R.L

.54.

91

CO

NC

RET

E

DR

IVEW

AY

BOTT

OM

OF

BANK

TREE

TREE

TREE

TREE

GRAT

E

GR

ASS

GR

ASS

GR

ASS

GRASS

GRASS

CONCRETEDRIVEWAY

(TIL

E RO

OF)

BRIC

K BU

ILDI

NG

FOUR

STO

REY

No 2

3

U/S

GU

TTER

R.L

.64.

67

FLO

OR

LEV

ELR

.L.5

5.78

FLO

OR

LEV

ELR

.L.5

5.78

ELEC

TRIC

AL

R.L

.54.

60BO

X

SEW

ERR

.L.5

4.08

TREE

TREE

TREE

FEN

CE

WEL

D

M

ESH

FEN

CE

GR

ATE

R.L

.54.

15IN

V R

.L.5

3.73

BALCONY

BALCONY

BALCONY

BALCONY

GR

ATE

R.L

.54.

42IN

V R

.L.5

4.15

GR

ATE

R.L

.54.

59IN

V R

.L.5

4.20

GR

ATE

R.L

.54.

47IN

V R

.L.5

4.23

LANDING

54.6

2

BALC

ON

Y

TREE

WALL TOPR.L.56.38WALL TOP

R.L.56.55

(TIL

E RO

OF)

BRIC

K BU

ILDI

NG

FOUR

STO

REY

No 2

5

CO

NC

RET

E

DR

IVEW

AY

CONCRETEDRIVEWAY

EASEMENT TO DRAIN WATER 1.83 WIDE

32°

3

4'

30"

122° 45'

302° 34' 30"

122° 34' 30"

2°

00'

4

0"

212°

34'

30"

7.905

22.9

85

21.8

6519

.81

48.95

45.72

58.52

A.10.67

R.12.8

A.13

.665

R.12

.8CH

.21

6°01

'50

"-

13.0

1

CH.21

6°

01'50"

-13.01

ABAN

DO

NED

POO

L

GR

ASS

GR

ASS

IRREGULAR PALING FENCE

54.0

0

54.00

54.0

0

55.00

56.00

56.0

0

57.00

57.00

58.0

0

58.00

59.00

TREE

TREE

CONC

.

BL. W

ALL

TREE

LAR

GE

BIN

STO

RAG

E

TREE

GU

MLA

RG

E

BRIC

K

WAL

L

BRIC

K

W

ALL

TREE

GU

MLA

RG

E

BIN

STO

RAG

E

(V.C)

CONCRETEBLOCKWALL

GAR

AGE

BRIC

K

BALCONY

S P

1 1

8 5

0

S P 1 1 4 1 5

4 9

D P

2

4 0

1 1

0

S P

7 1

8 4

D P

2

4 0

1 1

0

3 9

BENCH MARKCUT IN KERB

RL 54.80 (AHD)

INV 53.45

INV 54.17

Ø150

QL-BQL-B

-0.2m-0.2m

53.3153.32

53.29

QL-B

QL-C

QL-B

QL-B

QL-D

QL-BQL-BQL-B

QL-B

INV

INV

INVINVINV

INV

-1.83m

-1.2m

-1.2m-1.16m-1.38m

-1.36m

54.58

54.59

53.31

53.76

53.84

53.2453.3554.58

57.41

SMH 54.57

SMH 53.30

SMH 57.44

WW

WW

QL-B

QL-B

QL-B

QL-B

QL-B

QL-B

QL-B

Ø20

Ø20

Ø20

Ø20

Ø20

Ø20

Ø20

-0.37m

-0.28m

-0.3m

-0.5m

-0.8m

-0.65m

-0.25m

53.69

53.47

53.30

53.30

53.29

53.29

53.29

SW

SW

SW

SW

SW

SW

SW

SW

SW

SW

SW

SW

SW

SW

SW

SW

SW

SW

SW

SW

SW

SW

SW

SWSWSWSWSWSWSWSWSWSWSWSWSWSWSWSWSWSWSWSWSWSWSWSWSWSWSWSW

QL-A

QL-A

STORM

STORM

Ø100

Ø100

INV

INV

54.26

54.20

QL-B

QL-C

QL-DQL-D QL-BQL-B

QL-B

QL-BQL-BQL-B

Ø225

Ø225Ø225

Ø225

Ø225Ø225Ø225 INV

INVINV

INV

INVINVINV

-0.88m

-1.5m-1.2m

-0.7m

-0.54m-0.4m-0.55m

52.89

54.47

PIT 54.45

54.55

PIT 54.61

54.6953.9954.55

54.68

54.6954.8155.08

FL 55.80

PIT 54.46LP54.57

SW SW SW SW SW SW

PIT 54.51

LP53.46

APPRO

X LINE O

F BOU

ND

ARY FR

OM

EXISTING

SUR

VEY

MH AMH B

SW 1OVERGROWN

PIT SW 1SW

MH D

MH C

FSFS

LIFTLIFT

LIFTLIFT

LIFTLIFT

LIFTLIFT

120.0 m²GAMES LOUNGEGAMES LOUNGE

43.5 m²

LIFTLOBBY

LIFTLOBBY

33.4 m²CINEMACINEMA

17.6 m²FEMALE AMENITIESFEMALE AMENITIES

41.2 m²OSD TANKOSD TANK

37.1 m²MAINTENANCE STOREMAINTENANCE STORE

19.5 m²PARCEL LOCKERSPARCEL LOCKERS

35.8 m²LUGGAGE STORELUGGAGE STORE



RL 53.760

FSFS

14.3 m²

HOUSE KEEPER /CLEANER

HOUSE KEEPER /CLEANER

34.8 m²LAUNDRYLAUNDRY

18.8 m²

POTENTIAL DRYINGAREA

POTENTIAL DRYINGAREA 35.1 m²

GROTTOGROTTO47.9 m²

OUTDOOR GYMOUTDOOR GYM

RL 54.00

RL 52.100

60.4 m²GYMGYM

17.6 m²MALE AMENITIESMALE AMENITIES

45.5 m²

CARPARK EXHAUSTFAN ROOM

CARPARK EXHAUSTFAN ROOM

MECH

.ME

CH.




DRAINS TO BASEMENT 1, TO BE PICKEDUP BY HYDRAULICS ENGINEER ANDPUMPED TO OSD TANK

GRATED DRAIN TO BASEMENT 1, TO BEPICKED UP BY HYDRAULICS ENGINEERAND PUMPED TO OSD TANK

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PROPOSED BUILDING

PROPOSED STORMWATER PIPE

PROPOSED BASEMENT EXTENT

PROPOSED ROOF EXTENT

PROPOSED GROUND FLOOR EXTENT

ON SITE DETENTION TANK

EXISTING STORMWATER PIPE



PROPOSED GRATED PIT

EXISTING GRATED PIT



A.1

PROPOSED GRATED DRAIN

PROPOSED SUBSURFACE DRAIN

PIT LABEL

KERB AND GUTTERK&G

KOKERB ONLY

SERVICE TO BE REMOVED

ALL BUILDING HYDRAULICS TO BEDIRECTED TO STORMFILTER CHAMBER

AutoCAD SHX Text


3-

SECTION

3-

SCALE 1:20GRATED PIT PLAN

SCALE 1:20

INLET OUTLET

PROVIDE 3m LENGTH OF Ø100mm SUBSOILDRAINAGE WRAPPED IN GEOTEXTILE FILTER

FABRIC TO UPSTREAM SIDE OF PIT LAIDWITHIN PIPE TRENCHING

MINIMUM 50mm THICK MASS CONCRETEBENCHING TO ONE THIRD PIPE HEIGHT (MIN)

INLET OUTLET

GRATE & FRAME WITH SUITABLE LIFTING LUGS ASSPECIFIED. REFER MANUFACTURERS

SPECIFICATIONS FOR INSTALLATION DETAILS

SL82 MESH

REFER PIT SCHEDULE

REFER PIT SCHEDULE

min 100mm

DEPT

H AS

SPE

CIFI

ED 'D

'

400 L

AP

min 1

50mm

REFE

R PI

T SC

HEDU

LE

SCALE 1:20JUNCTION PIT PLAN

SCALE 1:20

INLET OUTLET

PROVIDE 3m LENGTH OF Ø100mm SUBSOILDRAINAGE WRAPPED IN GEOTEXTILE FILTER

FABRIC TO UPSTREAM SIDE OF PIT LAIDWITHIN PIPE TRENCHING

MINIMUM 50mm THICK MASS CONCRETEBENCHING TO ONE THIRD PIPE HEIGHT (MIN)

INLET OUTLET

GRATE & FRAME WITH SUITABLE LIFTING LUGS ASSPECIFIED. REFER MANUFACTURERS

SPECIFICATIONS FOR INSTALLATION DETAILS

SL82 MESH

REFER PIT SCHEDULE

REFER PIT SCHEDULE

min 100mm

DEPT

H AS

SPE

CIFI

ED 'D

'

400 L

AP

min 1

50mm

REFE

R PI

T SC

HEDU

LEO.D.

100mm < Ø1500mm150mm > Ø1500mm

TYPICAL PIPE TRENCH DETAILSCALE 1:10

SUBGRADE MATERIAL

BEDZONE SELECT FILLNOMINAL 10mm AGGREGATE

HAUNCH ZONE, COMPACTED SELECT FILLNOMINAL 10mm AGGREGATE TO 90% MMDD

SIDE ZONE, COMPACTED SELECT FILLNOMINAL 10mm AGGREGATE TO 90% MMDD

REINFORCED CONCRETE PIPE

OVERLAY ZONE, COMPACTED ORDINARY FILL.DGS40 COMPACTED TO 100% SMDD TO

UNDERSIDE OF ABOVE PAVEMENT

COMPACTED BACKFILL TOUNDERSIDE OF ABOVE PAVEMENT

TRENCH WIDTH = O.D. + 300mm

0.1m

0.3 x

O.D.

0.3m

0.7 x

O.D.

HEAVY DUTY uPVC TO BECONNECTED TO THE

SUBSOIL DRAINAGE LINE

45° BEND

300x300x150CONCRETESURROUND

Ø100 RIGID PVC

600 M

IN U

NO

PAVING AS SPECIFIEDLIGHT DUTY IN LANDSCAPED ANDPEDESTRIAN AREAS. HEAVY DUTY IN

VEHICULAR PAVEMENT. AIR TIGHT CASTIRON OR BRASS SCREW OR BOLT DOWN

GRATED TRENCH DRAIN(SCALE 1:10)

'WELDLOC-TGP' TRENCH GRATE ANDFRAME AS SPECIFIED. REFER

MANUFACTURERS SPECIFICATIONSFOR INSTALLATION DETAILS

N12 BARS @ 450 CENTRES

5xN12 LONGITUDINAL BARS

100mm DGB20 BASE MATERIALCOMPACTED TO 98% MMDD

SUBGRADE MATERIALCOMPACTED TO 100% SMDD

FLUSH OUT RISER(SCALE 1:10)

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AutoCAD SHX Text

3

AutoCAD SHX Text

-

AutoCAD SHX Text

SECTION

AutoCAD SHX Text

3

AutoCAD SHX Text

-

AutoCAD SHX Text


RLMIN 52.89

TRASH SCREEN

3x40mm WEEP HOLE TO Ø225DRAINAGE PIPE

900x900 ACCESS WITHDOUBLE 900x450

HINGED GATE

900x900 GRATEDACCESS LID

900x900 GRATEDACCESS LID

4m² FILTER CHAMBER WITH 7xZPG 690mmALL INLET PIPES TO BE CONNECTED TOFILTER CHAMBER

Ø225 OUTLET PIPE AT IL 52.70

ON-SITE DETENTION TANK BASE PLANSCALE 1:50

ON-SITE DETENTION TANK ROOF PLANSCALE 1:50

900x900 SEALEDACCESS LID

2-

ON-SITE DETENTION TANK - SECTIONSCALE 1:50

1-

ON-SITE DETENTION TANK - SECTIONSCALE 1:50

1-

4m² FILTER CHAMBER FITTEDWITH 7xZPG 690mm

ALL BUILDING HYDRAULICPIPES TO BE CONNECTED TOFILTER CHAMBER

STORAGE AREA

STORAGEAREA

200m

m SU

MP

300x300 STAINLESS STEELPLATE WITH 140mm ORIFICEAT ℄52.97

STORAGEAREA

FILTER CHAMBERWEIR AT 54.70

1% FALL TO OUTLET.

1% FALL TO OUTLET

2-

ALL INLET PIPES TO BE PROVIDEDWITH A NON-RETURN VALVE

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TENDER ISSUENOT FOR CONSTRUCTION

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AutoCAD SHX Text


23-25 Lachlan Avenue, Macquarie Park, NSW OSD Calculation Sheet

Appendix C OSD Calculation Sheet

Appendix 3 – Onsite Detention Calculation Sheet 8.3

gyeomandale

Text Box

2227

gyeomandale

Text Box

40

gyeomandale

Text Box

0.0281

gyeomandale

Text Box

63.8

gyeomandale

Count Measurement

Fixtures, Doors, Windows 1

gyeomandale

Text Box

57.2

gyeomandale

Line

gyeomandale

Image

gyeomandale

Text Box

= 1.55 x 56mm/h x (0.0257 x 10)^(-0.731) x 1.2 x 10^(-4) = 0.0281 m3/m2

gyeomandale

Rectangle

gyeomandale

Text Box

I = 56 mm/h

mmoreno

Text Box

*

mmoreno

Text Box

*

23-25 Lachlan Avenue, Macquarie Park, NSW Music Parameter and Results

Appendix D Music Parameter and Results


Source nodes

Location,0.087ha ,0.136ha Landscaped Area,0.004ha Bypass Treatment

ID,1,3,6

Node Type,UrbanSourceNode,UrbanSourceNode,UrbanSourceNode

Zoning Surface Type,Roof,Mixed,Mixed

Total Area (ha),0.087,0.136,0.004

Area Impervious (ha),0.087,0.090039104477612,0.004

Area Pervious (ha),0,0.0459608955223881,0

Field Capacity (mm),80,80,80

Pervious Area Infiltration Capacity coefficient - a,200,200,200

Pervious Area Infiltration Capacity exponent - b,1,1,1

Impervious Area Rainfall Threshold (mm/day),1,1,1

Pervious Area Soil Storage Capacity (mm),120,120,120

Pervious Area Soil Initial Storage (% of Capacity),25,25,25

Groundwater Initial Depth (mm),10,10,10

Groundwater Daily Recharge Rate (%),25,25,25

Groundwater Daily Baseflow Rate (%),5,5,5

Groundwater Daily Deep Seepage Rate (%),0,0,0

Stormflow Total Suspended Solids Mean (log mg/L),1.3,2.2,2.2

Stormflow Total Suspended Solids Standard Deviation (log mg/L),0.32,0.32,0.32

Stormflow Total Suspended Solids Estimation Method,Stochastic,Stochastic,Stochastic

Stormflow Total Suspended Solids Serial Correlation,0,0,0

Stormflow Total Phosphorus Mean (log mg/L),-0.89,-0.45,-0.45

Stormflow Total Phosphorus Standard Deviation (log mg/L),0.25,0.25,0.25

Stormflow Total Phosphorus Estimation Method,Stochastic,Stochastic,Stochastic

Stormflow Total Phosphorus Serial Correlation,0,0,0

Stormflow Total Nitrogen Mean (log mg/L),0.3,0.42,0.42

Stormflow Total Nitrogen Standard Deviation (log mg/L),0.19,0.19,0.19

Stormflow Total Nitrogen Estimation Method,Stochastic,Stochastic,Stochastic

Stormflow Total Nitrogen Serial Correlation,0,0,0

Baseflow Total Suspended Solids Mean (log mg/L),1.1,1.1,1.1

Baseflow Total Suspended Solids Standard Deviation (log mg/L),0.17,0.17,0.17


Baseflow Total Suspended Solids Estimation Method,Stochastic,Stochastic,Stochastic

Baseflow Total Suspended Solids Serial Correlation,0,0,0

Baseflow Total Phosphorus Mean (log mg/L),-0.82,-0.82,-0.82

Baseflow Total Phosphorus Standard Deviation (log mg/L),0.19,0.19,0.19

Baseflow Total Phosphorus Estimation Method,Stochastic,Stochastic,Stochastic

Baseflow Total Phosphorus Serial Correlation,0,0,0

Baseflow Total Nitrogen Mean (log mg/L),0.32,0.32,0.32

Baseflow Total Nitrogen Standard Deviation (log mg/L),0.12,0.12,0.12

Baseflow Total Nitrogen Estimation Method,Stochastic,Stochastic,Stochastic

Baseflow Total Nitrogen Serial Correlation,0,0,0

Flow based constituent generation - enabled,Off,Off,Off

Flow based constituent generation - flow file, , ,

Flow based constituent generation - base flow column, , ,

Flow based constituent generation - pervious flow column, , ,

Flow based constituent generation - impervious flow column, , ,

Flow based constituent generation - unit, , ,

OUT - Mean Annual Flow (ML/yr),0.944,1.16,43.4E-3

OUT - TSS Mean Annual Load (kg/yr),24.7,222,9.01

OUT - TP Mean Annual Load (kg/yr),0.144,0.463,18.1E-3

OUT - TN Mean Annual Load (kg/yr),2.07,3.31,0.126

OUT - Gross Pollutant Mean Annual Load (kg/yr),22.4,28.5,1.03

Rain In (ML/yr),1.02499,1.60228,0.047126

ET Loss (ML/yr),0.0808291,0.445867,0.00371635

Deep Seepage Loss (ML/yr),0,0,0

Baseflow Out (ML/yr),0,0.0872831,0

Imp. Stormflow Out (ML/yr),0.94416,0.974113,0.0434097

Perv. Stormflow Out (ML/yr),0,0.0948807,0

Total Stormflow Out (ML/yr),0.94416,1.06899,0.0434097

Total Outflow (ML/yr),0.94416,1.15628,0.0434097

Change in Soil Storage (ML/yr),0,0.000142741,0

TSS Baseflow Out (kg/yr),0,1.18666,0

TSS Total Stormflow Out (kg/yr),24.6953,221.028,9.00685


TSS Total Outflow (kg/yr),24.6953,222.215,9.00685

TP Baseflow Out (kg/yr),0,0.0145392,0

TP Total Stormflow Out (kg/yr),0.144145,0.448252,0.0181318

TP Total Outflow (kg/yr),0.144145,0.462791,0.0181318

TN Baseflow Out (kg/yr),0,0.189544,0

TN Total Stormflow Out (kg/yr),2.07164,3.11934,0.125932

TN Total Outflow (kg/yr),2.07164,3.30888,0.125932

GP Total Outflow (kg/yr),22.3595,28.6687,1.02802

No Imported Data Source nodes

USTM treatment nodes

Location,Treatment Chamber

ID,4

Node Type,SedimentationBasinNode

Lo-flow bypass rate (cum/sec),0

Hi-flow bypass rate (cum/sec),100

Inlet pond volume,0

Area (sqm),2.7

Initial Volume (m^3),0

Extended detention depth (m),0.77

Number of Rainwater tanks,

Permanent Pool Volume (cubic metres),0

Proportion vegetated,0

Equivalent Pipe Diameter (mm),75

Overflow weir width (m),1

Notional Detention Time (hrs),50.2E-3

Orifice Discharge Coefficient,0.6

Weir Coefficient,1.7

Number of CSTR Cells,1

Total Suspended Solids - k (m/yr),1

Total Suspended Solids - C* (mg/L),20


Total Suspended Solids - C** (mg/L),20

Total Phosphorus - k (m/yr),1

Total Phosphorus - C* (mg/L),0.13

Total Phosphorus - C** (mg/L),0.13

Total Nitrogen - k (m/yr),1

Total Nitrogen - C* (mg/L),1.4

Total Nitrogen - C** (mg/L),1.4

Threshold Hydraulic Loading for C** (m/yr),3500

Horizontal Flow Coefficient,

Reuse Enabled,Off

Max drawdown height (m),

Annual Demand Enabled,Off

Annual Demand Value (ML/year),

Annual Demand Distribution,

Annual Demand Monthly Distribution: Jan,

Annual Demand Monthly Distribution: Feb,

Annual Demand Monthly Distribution: Mar,

Annual Demand Monthly Distribution: Apr,

Annual Demand Monthly Distribution: May,

Annual Demand Monthly Distribution: Jun,

Annual Demand Monthly Distribution: Jul,

Annual Demand Monthly Distribution: Aug,

Annual Demand Monthly Distribution: Sep,

Annual Demand Monthly Distribution: Oct,

Annual Demand Monthly Distribution: Nov,

Annual Demand Monthly Distribution: Dec,

Daily Demand Enabled,Off

Daily Demand Value (ML/day),

Custom Demand Enabled,Off

Custom Demand Time Series File,

Custom Demand Time Series Units,

Filter area (sqm),


Filter perimeter (m),

Filter depth (m),

Filter Median Particle Diameter (mm),

Saturated Hydraulic Conductivity (mm/hr),

Infiltration Media Porosity,

Length (m),

Bed slope,

Base Width (m),

Top width (m),

Vegetation height (m),

Vegetation Type,

Total Nitrogen Content in Filter (mg/kg),

Orthophosphate Content in Filter (mg/kg),

Is Base Lined?,

Is Underdrain Present?,

Is Submerged Zone Present?,

Submerged Zone Depth (m),

B for Media Soil Texture,-9999

Proportion of upstream impervious area treated,

Exfiltration Rate (mm/hr),0

Evaporative Loss as % of PET,0

Depth in metres below the drain pipe,

TSS A Coefficient,

TSS B Coefficient,

TP A Coefficient,

TP B Coefficient,

TN A Coefficient,

TN B Coefficient,

Sfc,

S*,

Sw,

Sh,


Emax (m/day),

Ew (m/day),

IN - Mean Annual Flow (ML/yr),2.10

IN - TSS Mean Annual Load (kg/yr),247

IN - TP Mean Annual Load (kg/yr),0.607

IN - TN Mean Annual Load (kg/yr),5.38

IN - Gross Pollutant Mean Annual Load (kg/yr),50.9

OUT - Mean Annual Flow (ML/yr),2.10

OUT - TSS Mean Annual Load (kg/yr),246

OUT - TP Mean Annual Load (kg/yr),0.607

OUT - TN Mean Annual Load (kg/yr),5.38

OUT - Gross Pollutant Mean Annual Load (kg/yr),0.00

Flow In (ML/yr),2.08984

ET Loss (ML/yr),0

Infiltration Loss (ML/yr),0

Low Flow Bypass Out (ML/yr),0

High Flow Bypass Out (ML/yr),0

Orifice / Filter Out (ML/yr),1.97591

Weir Out (ML/yr),0.11491

Transfer Function Out (ML/yr),0

Reuse Supplied (ML/yr),0

Reuse Requested (ML/yr),0

% Reuse Demand Met,0

% Load Reduction,-0.0467865

TSS Flow In (kg/yr),246.91

TSS ET Loss (kg/yr),0

TSS Infiltration Loss (kg/yr),0

TSS Low Flow Bypass Out (kg/yr),0

TSS High Flow Bypass Out (kg/yr),0

TSS Orifice / Filter Out (kg/yr),231.982

TSS Weir Out (kg/yr),14.3306

TSS Transfer Function Out (kg/yr),0


TSS Reuse Supplied (kg/yr),0

TSS Reuse Requested (kg/yr),0

TSS % Reuse Demand Met,0

TSS % Load Reduction,0.241752

TP Flow In (kg/yr),0.606931

TP ET Loss (kg/yr),0

TP Infiltration Loss (kg/yr),0

TP Low Flow Bypass Out (kg/yr),0

TP High Flow Bypass Out (kg/yr),0

TP Orifice / Filter Out (kg/yr),0.572601

TP Weir Out (kg/yr),0.033913

TP Transfer Function Out (kg/yr),0

TP Reuse Supplied (kg/yr),0

TP Reuse Requested (kg/yr),0

TP % Reuse Demand Met,0

TP % Load Reduction,0.0686752

TN Flow In (kg/yr),5.38047

TN ET Loss (kg/yr),0

TN Infiltration Loss (kg/yr),0

TN Low Flow Bypass Out (kg/yr),0

TN High Flow Bypass Out (kg/yr),0

TN Orifice / Filter Out (kg/yr),5.07593

TN Weir Out (kg/yr),0.301455

TN Transfer Function Out (kg/yr),0

TN Reuse Supplied (kg/yr),0

TN Reuse Requested (kg/yr),0

TN % Reuse Demand Met,0

TN % Load Reduction,0.0573453

GP Flow In (kg/yr),50.851

GP ET Loss (kg/yr),0

GP Infiltration Loss (kg/yr),0

GP Low Flow Bypass Out (kg/yr),0


GP High Flow Bypass Out (kg/yr),0

GP Orifice / Filter Out (kg/yr),0

GP Weir Out (kg/yr),0

GP Transfer Function Out (kg/yr),0

GP Reuse Supplied (kg/yr),0

GP Reuse Requested (kg/yr),0

GP % Reuse Demand Met,0

GP % Load Reduction,100

PET Scaling Factor,

Generic treatment nodes

Location,7 x 690mm ZPG

ID,5

Node Type,GenericNode

Lo-flow bypass rate (cum/sec),0

Hi-flow bypass rate (cum/sec),0.0112

Flow Transfer Function

Input (cum/sec),0

Output (cum/sec),0

Input (cum/sec),10

Output (cum/sec),10

Input (cum/sec),

Output (cum/sec),

Input (cum/sec),

Output (cum/sec),

Input (cum/sec),

Output (cum/sec),

Input (cum/sec),

Output (cum/sec),

Input (cum/sec),

Output (cum/sec),

Input (cum/sec),


Output (cum/sec),

Input (cum/sec),

Output (cum/sec),

Input (cum/sec),

Output (cum/sec),

Gross Pollutant Transfer Function

Enabled,True

Input (kg/ML),0

Output (kg/ML),0

Input (kg/ML),14.9393

Output (kg/ML),0

Input (kg/ML),

Output (kg/ML),

Input (kg/ML),

Output (kg/ML),

Input (kg/ML),

Output (kg/ML),

Input (kg/ML),

Output (kg/ML),

Input (kg/ML),

Output (kg/ML),

Input (kg/ML),

Output (kg/ML),

Input (kg/ML),

Output (kg/ML),

Input (kg/ML),

Output (kg/ML),

Total Nitrogen Transfer Function

Enabled,True

Input (mg/L),0

Output (mg/L),0

Input (mg/L),100


Output (mg/L),44.1

Input (mg/L),

Output (mg/L),

Input (mg/L),

Output (mg/L),

Input (mg/L),

Output (mg/L),

Input (mg/L),

Output (mg/L),

Input (mg/L),

Output (mg/L),

Input (mg/L),

Output (mg/L),

Input (mg/L),

Output (mg/L),

Input (mg/L),

Output (mg/L),

Total Phosphorus Transfer Function

Enabled,True

Input (mg/L),0

Output (mg/L),0

Input (mg/L),10

Output (mg/L),1.39

Input (mg/L),

Output (mg/L),

Input (mg/L),

Output (mg/L),

Input (mg/L),

Output (mg/L),

Input (mg/L),

Output (mg/L),

Input (mg/L),


Output (mg/L),

Input (mg/L),

Output (mg/L),

Input (mg/L),

Output (mg/L),

Input (mg/L),

Output (mg/L),

Total Suspended Solids Transfer Function

Enabled,True

Input (mg/L),0

Output (mg/L),0

Input (mg/L),1000

Output (mg/L),66

Input (mg/L),

Output (mg/L),

Input (mg/L),

Output (mg/L),

Input (mg/L),

Output (mg/L),

Input (mg/L),

Output (mg/L),

Input (mg/L),

Output (mg/L),

Input (mg/L),

Output (mg/L),

Input (mg/L),

Output (mg/L),

Input (mg/L),

Output (mg/L),

TSS Flow based Efficiency Enabled,Off

TSS Flow based Efficiency,

TP Flow based Efficiency Enabled,Off


TP Flow based Efficiency,

TN Flow based Efficiency Enabled,Off

TN Flow based Efficiency,

GP Flow based Efficiency Enabled,Off

GP Flow based Efficiency,

IN - Mean Annual Flow (ML/yr),2.10

IN - TSS Mean Annual Load (kg/yr),246

IN - TP Mean Annual Load (kg/yr),0.607

IN - TN Mean Annual Load (kg/yr),5.38

IN - Gross Pollutant Mean Annual Load (kg/yr),0.00

OUT - Mean Annual Flow (ML/yr),2.10

OUT - TSS Mean Annual Load (kg/yr),28.6

OUT - TP Mean Annual Load (kg/yr),0.111

OUT - TN Mean Annual Load (kg/yr),2.53

OUT - Gross Pollutant Mean Annual Load (kg/yr),0.00

Flow In (ML/yr),2.09062

ET Loss (ML/yr),0

Infiltration Loss (ML/yr),0

Low Flow Bypass Out (ML/yr),0

High Flow Bypass Out (ML/yr),0.106416

Orifice / Filter Out (ML/yr),0

Weir Out (ML/yr),0

Transfer Function Out (ML/yr),1.98445

Reuse Supplied (ML/yr),0

Reuse Requested (ML/yr),0

% Reuse Demand Met,0

% Load Reduction,-0.0113609

TSS Flow In (kg/yr),245.551

TSS ET Loss (kg/yr),0

TSS Infiltration Loss (kg/yr),0

TSS Low Flow Bypass Out (kg/yr),0

TSS High Flow Bypass Out (kg/yr),13.262


TSS Orifice / Filter Out (kg/yr),0

TSS Weir Out (kg/yr),0

TSS Transfer Function Out (kg/yr),15.3314

TSS Reuse Supplied (kg/yr),0

TSS Reuse Requested (kg/yr),0

TSS % Reuse Demand Met,0

TSS % Load Reduction,88.3554

TP Flow In (kg/yr),0.603349

TP ET Loss (kg/yr),0

TP Infiltration Loss (kg/yr),0

TP Low Flow Bypass Out (kg/yr),0

TP High Flow Bypass Out (kg/yr),0.0313313

TP Orifice / Filter Out (kg/yr),0

TP Weir Out (kg/yr),0

TP Transfer Function Out (kg/yr),0.079544

TP Reuse Supplied (kg/yr),0

TP Reuse Requested (kg/yr),0

TP % Reuse Demand Met,0

TP % Load Reduction,81.6234

TN Flow In (kg/yr),5.35197

TN ET Loss (kg/yr),0

TN Infiltration Loss (kg/yr),0

TN Low Flow Bypass Out (kg/yr),0

TN High Flow Bypass Out (kg/yr),0.279194

TN Orifice / Filter Out (kg/yr),0

TN Weir Out (kg/yr),0

TN Transfer Function Out (kg/yr),2.23791

TN Reuse Supplied (kg/yr),0

TN Reuse Requested (kg/yr),0

TN % Reuse Demand Met,0

TN % Load Reduction,52.9686

GP Flow In (kg/yr),0


GP ET Loss (kg/yr),0

GP Infiltration Loss (kg/yr),0

GP Low Flow Bypass Out (kg/yr),0

GP High Flow Bypass Out (kg/yr),0

GP Orifice / Filter Out (kg/yr),0

GP Weir Out (kg/yr),0

GP Transfer Function Out (kg/yr),0

GP Reuse Supplied (kg/yr),0

GP Reuse Requested (kg/yr),0

GP % Reuse Demand Met,0

GP % Load Reduction,100

Other nodes

Location,Post-Development Node,Treated,Bypass

ID,2,7,8

Node Type,PostDevelopmentNode,JunctionNode,JunctionNode

IN - Mean Annual Flow (ML/yr),2.14,2.10,43.4E-3

IN - TSS Mean Annual Load (kg/yr),37.7,28.6,9.01

IN - TP Mean Annual Load (kg/yr),0.129,0.111,18.1E-3

IN - TN Mean Annual Load (kg/yr),2.65,2.53,0.126

IN - Gross Pollutant Mean Annual Load (kg/yr),1.03,0.00,1.03

OUT - Mean Annual Flow (ML/yr),2.14,2.10,43.4E-3

OUT - TSS Mean Annual Load (kg/yr),37.7,28.6,9.01

OUT - TP Mean Annual Load (kg/yr),0.129,0.111,18.1E-3

OUT - TN Mean Annual Load (kg/yr),2.65,2.53,0.126

OUT - Gross Pollutant Mean Annual Load (kg/yr),1.03,0.00,1.03

% Load Reduction,952E-6,972E-6,0.00

TSS % Load Reduction,85.3,88.4,0.00

TN % Load Reduction,51.8,53.0,0.00

TP % Load Reduction,79.3,81.7,0.00

GP % Load Reduction,98.0,100,0.00


Links

Location,Drainage Link,Drainage Link,Drainage Link,Drainage Link,Drainage Link,Drainage Link,Drainage Link

Source node ID,1,4,3,6,8,7,5

Target node ID,4,5,4,8,2,2,7

Muskingum-Cunge Routing,Not Routed,Not Routed,Not Routed,Not Routed,Not Routed,Not Routed,Not Routed

Muskingum K, , , , , , ,

Muskingum theta, , , , , , ,

IN - Mean Annual Flow (ML/yr),0.944,2.10,1.16,43.4E-3,43.4E-3,2.10,2.10

IN - TSS Mean Annual Load (kg/yr),24.7,246,222,9.01,9.01,28.6,28.6

IN - TP Mean Annual Load (kg/yr),0.144,0.607,0.463,18.1E-3,18.1E-3,0.111,0.111

IN - TN Mean Annual Load (kg/yr),2.07,5.38,3.31,0.126,0.126,2.53,2.53

IN - Gross Pollutant Mean Annual Load (kg/yr),22.4,0.00,28.5,1.03,1.03,0.00,0.00

OUT - Mean Annual Flow (ML/yr),0.944,2.10,1.16,43.4E-3,43.4E-3,2.10,2.10

OUT - TSS Mean Annual Load (kg/yr),24.7,246,222,9.01,9.01,28.6,28.6

OUT - TP Mean Annual Load (kg/yr),0.144,0.607,0.463,18.1E-3,18.1E-3,0.111,0.111

OUT - TN Mean Annual Load (kg/yr),2.07,5.38,3.31,0.126,0.126,2.53,2.53

OUT - Gross Pollutant Mean Annual Load (kg/yr),22.4,0.00,28.5,1.03,1.03,0.00,0.00

Catchment Details

Catchment Name,Lachlan Avenue Model-V04

Timestep,6 Minutes

Start Date,8/01/1949

End Date,29/12/1973 11:54:00 PM

Rainfall Station, 66063 WAHROONGA

ET Station,User-defined monthly PET

Mean Annual Rainfall (mm), 1179

Mean Annual ET (mm), 1260

Level 6, Building B

207 Pacific Highway

St Leonards NSW 2065

Tel +61 2 8484 7000

For more information please visit

www.stantec.com

23-25 Lachlan Avenue, Macquarie Park

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