smart eda - mackay council · pdf filesmart eda id: 1445231413854 , ... kind regards eric ......

Smart eDA (http://www.smarteda.qld.gov.au) Page of 1 1 May 09, 2016, 12:12 PM

Initiator: Pacific Approvals Pty Ltd Recipient: Mackay Regional Council

Information response provided06/05/2016 11:46:35 AM

Smart eDA

Smart eDA ID: , Your Reference ID: 1445231413854 DA-2015-152

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Description Eric Constantino (Default Office) provided an information response.

Response N/A

Comments Attached is email including docs for information response

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sarahwe

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1

Sarah Weston

From: Eric ConstantinoSent: Friday, 6 May 2016 10:36 AMTo: '[email protected]'Subject: DA-2015-152 - Information Response - 4-10 Hoey Street Sarina QLD 4737Attachments: Q-TP INFORMATION REQUEST.PDF; I-CIVIL-PLAN-2016-05-02.pdf; L-SURVEY-

PLAN-2016-05-02.pdf; C-SMP-2016-05-2.pdf; A-ARCH-PLAN-2016-05-06.pdf; H-WATER-SEWER-2016-05-06.pdf

Hi Josephine Please find attached information response to above mentioned development application. As all parts of the information request have been responded too, please continue with the application within IDAS time frames. It is noted that the application is now within the public notification stage of IDAS. Thanks Kind Regards Eric Constantino I Town Planner

Unit 16/5 Transport Place Molendinar QLD 4214 PO Box 2374 Nerang DC QLD 4211 P: 07 5564 8533 M: 0414 557 352 E: [email protected] W: www.pacificapprovals.com.au

Pacific Approvals Pty Ltd building I planning I fire Page 1 of 3

6/05/2016

Our Ref No: PA14‐0675 Chief Executive Officer Mackay Regional Council PO Box 41 Mackay QLD 4740 Attention: Town Planning Department Dear Sir/Madam RE: Information Response

Material Change of Use for Multiple Dwellings Units (Aged Care Units) for the Wongabeena Aged Housing Sarina Inc.

4‐10 Hoey Street Sarina QLD 4737 – Lot 6 on RP899338 Reference is made to Council’s information request dated 9 November 2015. In response, the following is attached:

Amended Architectural Plans;

Stormwater Management Plan with Civil Plans;

Survey Plan; and

Technical Memorandum – Water and Sewer Network Capacity Assessment. With regards to the information request, the following is noted: Engineering Requirements

The client as advised at this stage that the ultimate development of the site is as per the original application. Any further development for the site may occur under a separate development application and will be assessed at that stage. Also, it is considered that the additional area being created as part of DA‐2015‐149 is not necessary to be included as part of this application.


See Technical Memorandum – Water and Sewer Network Capacity Assessment attached addressing point 2 of the information request.

See Stormwater Management Plan addressing point 3 of the information request.

See Civil Preliminary Plans addressing point a. and point b. Engineering Advice. See amended architectural plans showing new footpath for access to Hoey Street bus shelter. As all parts of the information request have been responded to, it is requested that Council continue with the application under IDAS timeframes. The application is considered to be within the public notification stage. If you have any questions, please contact this office on the details below.


Yours sincerely

Eric Constantino I Town Planner Director

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bgra

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stall 1

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depth

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soil.

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prior

to sp

read

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a mo

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show

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to be

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dditio

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ost.

03

WONGABEENALOT 6 ,NO.4-10 BREWERS RD. & HOEY ST., SARINA MACKAY CITY COUNCIL

PROPOSED AGED CARE UNITS

14-0

60

AT:

FOR:PROPOSED AGED CARE UNITS :COPYRIGHT:

THIS DESIGN AND THE ASSOCIATEDDOCUMENTS AND INFORMATION ARESUBJECT TO COPYRIGHT LAWS AND MUSTNOT BE USED, REPRODUCED OR COPIEDWHOLLY OR IN PART WITH OUT WRITTENCONSENT FROM THE AUTHOR

GENERAL NOTES:1. DO NOT SCALE FROM DRAWING2. ALL DIMENSIONS TO BE CHECKED ON SITE3. DISCREPANCIES TO BE REPORTED TO THE AUTHOR4. DIMENSIONS TAKE PREFERENCE5. BOUNDARIES TO BE VERIFIED BY SURVEYOR.6. OTHER CONSULTANT DRAWINGS TAKE PREFERENCE.7. DRAINAGE TO COUNCIL'S REQUIREMENTS AND AS 3500

LGA :

ISSUE DESCRIPTION :

SCALE :

SHEET :

REF

EREN

CE:

ISSUE :

T: 5580 6683E: [email protected]

BSA : 1176640PO Box 1251 Oxenford , QLD 4209

Roleky Pty. Ltd.

DATE: 6/05/2016RP 899338/6

21006,800

4950

TREATED PINE - NONPAINTED LAPPED AND

CAPPED 1800 HIGH FENCE

LANDSCAPINGMEDIUM HEIGHT1.2m-2.5m HIGHSHRUBS AND PLANTS

1200 HIGH BLOCKWORKWALL TO BE RENDERED

WITH MAIL BOXES SET INTOWALL

BUILDING BLOCKWORKWALL TO BE RENDERED

STAINLESS STEELMAIL BOXES

LAPPED AND CAPPEDFENCING ALONG DRIVEWAY

500mm WIDE LANDSCAPINGALONG DRIVEWAY

TREATED PINE - NONPAINTED LAPPED ANDCAPPED 1800 HIGH FENCE


PATH ACCESS TOBUS STOPBO

UN

DAR

Y UNIT 7UNIT 8 UNIT 5UNIT 6 UNIT 3UNIT 4 UNIT 1UNIT 2

HOEY STREETNOTE : REFER TO LANDSAPE INTENT PLANPLANT AND SHRUBS TO BE LOCATED IN FRONTOF FENCE LINE

DRVEWAYEXIT / ENTRANCE

04



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12-1

8SW

12-0

9SW

12-18SW

1000

12-0

9SW

10-0

9SW

12-1

8SW

1000

1000

820

1000

12-1

8SW

12-0

9SW

12-18SW

1000

12-0

9SW

10-0

9SW

12-1

8SW

1000

1000

820

1000

23

41

D.P

D.P

D.P

D.P

190 3,690 90 3,100 190 3,100 90 3,690 190

190 2,400 90 1,200 190 3,000 190 3,000 190 1,200 90 2,400 190

190 2,400 90 1,200 190 3,000 190 3,000 190 1,200 90 2,400 190

190 1,610 90 70090

1,200 190 3,000 190 3,000 190 1,20090

700 90 1,610 190

190 1,610 90 1,990 190

190 3,690 190 3,000 190 3,000 190 3,690 190

4,070 6,190

190 1,990 90 1,610 190

1,29

019

03,

150

9053

019

05,

500

190

6,71

090

1,20

090

1,00

090

1,38

019

0

903,

760

190

901,

200

901,

000

901,

380

190

190

6,71

090

3,76

019

0

1,29

019

03,

150

9053

019

05,

500

4,070 6,190 4,070

1,29

0

600

600 9002,

245

900 600

600

2,24

5

14,330

1

1

PROPOSED FORWARDBOWL SUITED FOR WHEELCHAIRACCESS

1600X1100 SHOWERNO SCREEN FORWHEEL CHAIR ACCESS

OVERHEADCUPBAORDSAS PER JOINERYDETAIL

SOLID CORE DOORCSD

SOLID CORE DOORCSD

PROPOSED FORWARDBOWL SUITED FOR WHEELCHAIR

ACCESS

1600X1100 SHOWERNO SCREEN FOR

WHEEL CHAIR ACCESS

OVERHEADCUPBAORDS

AS PER JOINERYDETAIL

BIN AND DRYINGAREA

MECHANICALVENT REQUIRED

MECHANICALVENT REQUIRED

LIVING

WM

PTRY REF

BED 1LA

UN

DR

Y

LIN

ENROBE

CARPORT

PORCH

LIVING

WM

BATH

PTRYREF

LAU

ND

RY

LIN

EN

ROBE

CARPORT

PORCH

KITCHEN/DINING KITCHEN/DINING

BED 1

MIRROR/VYNLSLIDERS

2700 WIDE

MIRROR/VYNLSLIDERS

2700 WIDE

BATH

OBS

OBS

3.74

56.56AREAS:

CARPORT:PORCH:

GROUND FLOOR:16.47

76.77m2TOTAL:

3.74

56.56AREAS:

PORCH:

GROUND FLOOR:16.47

76.77m2TOTAL:

CARPORT:

UNIT 1 UNIT 2

FIR

E R

ATED

WAL

L 60

/60/

60FI

RE

RAT

ED W

ALL

60/6

0/60

1:100 ON A3

05



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Roleky Pty. Ltd.

DATE: 6/05/2016RP 899338/6

ELEVATION 2SCALE 1:100

2,44

0

2,44

0

ALUMINIUM WINDOWS ANDDOORS AS PER MANUFACTURERSSPECIFCATIONS

20 DEGREE ROOF PITCHWITH SHEET ROOFING

FIRE RATED WALLBLOCKWORK FULL HEIGHT

FCL

FFL

FCL

FFLBLOCKWORKTO BE RENDERED


2,44

0

2,44


COLORBOND FASCIAAND GUTTER

BLOCKWORK SCREENINGFOR DRYING AREAWITHROCK FEATURE FINISH

ALUMINIUM WINDOWS ANDDOORS AS PER MANUFACTURERS

SPECIFCATIONS

BLACK WINDOWSAND DOORS

RENDERED FINISH

FCL

FFL

FCL

FFL

COLOUR : WOODLAND GREYCOLORBOND

FASCIA & GUTTERDOWNPIPES

COLOUR : WALNUT

1:100 ON A3

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2,44

0

2,44

0



BLOCKWORK SCREENINGFOR DRYING AREA


SPECIFCATIONS

FCL

FFL

FCL

FFL CAR PARKING

CAR PARKING


2,44

0

2,44

0



BLOCKWORK SCREENINGFOR DRYING AREA FORROCK FEATURE FINISH

ALUMINIUM WINDOWS ANDDOORS AS PER MANUFACTURERSSPECIFCATIONS

FCL

FFL

FCL

FFL

BLOCKWORKTO BE RENDERED

SECTION 1SCALE 1:100

2,44

0

2,44

0




SPECIFCATIONS

BLOCKWORK SCREENINGFOR DRYING AREA

TRUSS ROOF CONSTRUCTIONSET AT 600CTS , REFER TO FRAMERSDETAILS

FIRE RATED WALLTO BE TAKEN UP TO

UNDERSIDE OF ROOFSHEETING

SLAB AND FOOTINGAS PER ENGINEERSDETAILS

FCL

FFL

FCL

FFL

1:100 ON A3

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Roleky Pty. Ltd.

DATE: 6/05/2016RP 899338/6

2,44

090

020

0

900

600

600

1,800

RANGEHOODSLIDE OUT

UNDERBENCHOVEN

TILED SPLASHBACK

DRAWERS

KITCHEN ELEVATION 1

2,44

0

350

TILED SPLASHBACK

OVERHEADCUPBOARDS

OVERHEADCUPBOARDS

FRIDGESPACE

PANTRYSPACE

KITCHEN INTERNAL 2

2,44

0

900

150

1,05

0

1,220 1,108

BATHROOM

SHELF ANDRAIL FOR ROBETO BED 1

BED

INTERNAL ELEVATION 4

FIRE RATEDWALL

1:50 ON A3

HO

EY

S

TR

EE

T

6

RP899338

1

RP720539

RP719826

RP721824

4

RP721824

1

RP722155

1

RP744510

5

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 SW SW SW SW

MA

ILB

OX

ES

SW

SW

SW

SW

SW

SW

SW

SW

SW

SWSW

S

E

A

S

T

S

T

R

E

E

T

C.P.ENG, R.P.E.Q. 10733, N.P.E.R. 3317530

FOR AND ON BEHALF OF PROJECTS AND DESIGNS PTY Ltd

DATE

DESIGN

DRAWN

CHECKED

PROJECT No.

SHEET OF SHEETS

Copyright reserved.

These designs and plans are not to be

reproduced in whole or part wihtout the

consent of Projects and Designs Engineers.

DO NOT SCALE OFF DRAWINGS.

The builder / contractor must verify all dimensions on site.

Drawings at full size when produced at A1

Report any discrepencies to the Engineer.

C

REVISION

DESCRIPTION:ISS: DATE:

RICARDO RAMIREZ

DWG No.

2758 SK7 P1

SUAREZ DESIGN

LOT 6 RP899338

4-10 HOEY STREET

SARINA, QLD 4737

04/16

GBL

GBL

RAR ----7

P1 08/04/16 ORIGINAL ISSUE

. . .

. . .

. . .ORIGINAL SIZE

A1

PRELIMINARY CIVIL WORKS PLAN

GRAPHIC SCALE

10 0 40

1:500@A1

(IN METRES)

10 20 30 50

OUTLET PIPE

MH No. 3_1-4_1

EXISTING MANHOLE TO BE REMOVED

REMOVE OR DECOMMISSION

EXISTING SEWER MAIN

EXISTING MH No. 3_1_4

Ex MH No. 3_1_4A

NOT LOCATED

PROVIDE NEW 150Ø STUB

TO SERVICE SITE

PROVIDE DOUBLE WHITE LINE IN

FRONT OF EAST STREET INTERSECTION

IN ACCORDANCE WITH AUSTROAD (MUTCD)

TO DISCOURAGE DIRECT ACCESS

FROM EAST STREET.

EXTENT AND LOCATION TO BE CONFIRMED

WITH COUNCIL

6

© COPYRIGHT

ACN 113 769 994

PTY LTD

WE MEASURE UP

MACKAY SURVEYS

16024F01

B

Saurez Drafting& Design

Residential Development

Hoey StreetSarina

Contour and Detail Survey

Over Part of Lot 6On RP899338

PROJECTS AND DESIGNS P/L P 1300 50 11 55

F (07) 310 340 29

(Trading as Projects & Designs Engineers) E [email protected]

W www.projectsanddesigns.com.au

ABN 68 139 107 467 Suite 31007,

Southport Central Tower 3

ACN 139 107 467 9 Lawson Street SOUTHPORT QLD 4215 Australia

STRUCTURAL AND CIVIL ENGINEERING FOR RESIDENTIAL, COMMERCIAL AND INFRASTRUCTURE PROJECTS

_______________________________

CONCEPTUAL STORMWATER MANAGEMENT PLAN

_______________________________

Proposed Residential Development

DEVELOPMENT ADDRESS

4-10 Hoey Street Sarina, QLD 4737

LEGAL DESCRIPTION

LOT 6 RP 899338

FOR

Saurez Design

ORIGINAL REPORT DATE

JULY 2015

PROJECTS & DESIGNS REF:

2758


F (07) 310 340 29



ABN 68 139 107 467 Suite 31007,




Report Details Client: Saurez Design

Document Name: STORMWATER MANAGEMENT PLAN

Site Address: LOT 6 RP 899338

4-10 Hoey Street

Sarina, QLD 4737

Job Number: 2758

File Name: 2179-SWMP-P4.docx

Author: PROJECTS & DESIGNS PTY LTD

Document Control

This document is produced by Projects & Designs Pty Ltd for the benefit of, and

use by, the client in accordance with the terms of the agreement.

Projects & Designs does not and shall not assume any responsibility or liability

whatsoever to any third party arising out of any use or reliance by any third party

on the content of this document.

Issue

Rev

Author

Approved

Signature

Date

Distributed to:

Qty.

Original Issue

P1 GBL RAR

08/04/16 Client 1


F (07) 310 340 29



ABN 68 139 107 467 Suite 31007,




CONTENTS

INTRODUCTION .......................................................................................................... 5

SITE DESCRIPTION .................................................................................................... 6

TOPOGRAPHY & DRAINAGE ............................................................................................................... 6

SOILS ............................................................................................................................................. 7

WATERCOURSES ............................................................................................................................. 7

FLOODING ISSUES ............................................................................................................................ 7

DATA............................................................................................................................ 7

EXISTING STORMWATER INFRASTRUCTURE ......................................................................................... 7

RELATED STUDIES ........................................................................................................................... 7

STORMWATER MANAGEMENT PLANS .................................................................................................. 7

HYDROLOGIC & HYDRAULIC NEEDS/WANTS ......................................................................................... 7

WATER QUALITY/STREAM HEALTH ..................................................................................................... 7

OPPORTUNITIES AND CONSTRAINTS ..................................................................... 8

KEY SITE CHARACTERISTICS ............................................................................................................. 8

PREVIOUS STUDIES / PLANS .............................................................................................................. 8

STORMWATER QUANTITY ......................................................................................... 9

EXISTING CONDITIONS ...................................................................... ERROR! BOOKMARK NOT DEFINED.

METHODOLOGY ............................................................................................................................... 9

WATERCOM DRAINS ......................................................................................................................... 9

PROPOSED MITIGATION MEASURES .................................................................................................. 10

STORMWATER QUALITY ......................................................................................... 12

EXISTING CONDITIONS .................................................................................................................... 12

RECEIVING WATERS ....................................................................................................................... 12

IDENTIFICATION OF ENVIRONMENTAL VALUES & WATER QUALITY ........................................................ 12

OBJECTIVES .................................................................................................................................. 12

CONSTRUCTION PHASE .................................................................................................................. 13

OPERATIONAL PHASE ..................................................................................................................... 16

STORMWATER MANAGEMENT OPTIONS .............................................................. 18

LIFECYCLE COST ASSESSMENT ............................................................................ 19

ASSET HANDOVER .................................................................................................. 19

CONCLUSION ............................................................................................................ 19

REFERENCES ........................................................................................................... 19

APPENDIX A

RAINFALL IFD CHART – REDCLIFFE

APPENDIX B

SEDIMENT YIELD CALCULATIONS

APPENDIX C

MUSIC MODEL

APPENDIX D

BIO-RETENTION BASIN MAINTENANCE SCHEDULE


F (07) 310 340 29



ABN 68 139 107 467 Suite 31007,




APPENDIX E

STORM 360 – ENVIROPOD OPERATIONS MANUAL

FIGURES

EROSION & SEDIMENT CONTROL PLAN ............................................................................ 2179-SK1

EROSION & SEDIMENT CONTROL DETAILS ....................................................................... 2179-SK2

PRE-DEVELOPED CATCHMENT PLAN .............................................................................. 2434-SK3

POST-DEVELOPED CATCHMENT PLAN ............................................................................. 2434-SK4

PROPOSED TREATMENT TRAIN ...................................................................................... 2434-SK5

DETENTION BASIN PLAN .............................................................................................. 2434-SK6

WATERCOM DRAINS RESULTS ....................................................................................... 2434-SK7


F (07) 310 340 29



ABN 68 139 107 467 Suite 31007,




INTRODUCTION

Developer Saurez Design

Address 4-10 Hoey Street, Sarina, QLD 4737

Local Authority MACKAY REGIONAL COUNCIL

Property Description LOT 6 RP 899338

Size of Development Approx. 9663m2

Type of Development Proposed Residential Development

Time to Undertake Works 3 – 6 Months

Existing Land Use Currently Existing Residential Unit Development

Adjacent Land Use Adjacent sites comprise of existing residential dwellings &

electricity substation

Engineering Consultant Projects & Designs

Report Written By Grant Lyons

Qualifications Senior Civil Designer

Experience

22 years civil engineering experience. 10 years New

Zealand, 2 years England & 10 years Australia,

Prepared Stormwater Management Plans since 2004

(2006 Australia).

Report Checked By Ricardo Ramirez

BE (Civil) – Director

Qualifications Civil Engineer BE (RPEQ No. 10733) NPER-CPEng

Experience 13 Years Civil Engineering Experience

Purpose of Report

To ascertain the requirements to control stormwater

exiting the site and ensure that it has no adverse effect on

the downstream receiving waters.

This report addresses the issue of quality & quantity

runoff as per Item 3b of Mackay Regional Councils

request for further information – DA-2015-152 - Dated

9/11/15.


F (07) 310 340 29



ABN 68 139 107 467 Suite 31007,




SITE DESCRIPTION

Current / Proposed State, Topography & Drainage

The proposed development is located on the eastern side of Hoey Street.

It currently houses 15 units, 1 community building and 1 utility shed.

The development proposes to remove 8 of these units and the utility shed and replace with 12

units giving a total of 19 units.

The site is extremely flat with low point pockets around the site with elevations around RL

16.50m.

In its current state it is hard to determine if there is an upstream catchment entering the site, it is

assumed that in a flood event the flood waters would be a sheet flow around the site.

The site currently has an internal drainage system that appears to discharge all rainwater off

site in a controlled manner.

It is intended to abandon this existing system and direct all future site runoff including the roof,

pavement and landscaping to the existing 1200 dia pipe in Hoey Street.

As such this is deemed to be the legal point of discharge.

Image obtained from Mimaps.


F (07) 310 340 29



ABN 68 139 107 467 Suite 31007,




Soils

A Geotechnical investigation has not been undertaken for this site to date. For the purposes of

this report only it is assumed that the soils in this region are silty clay.

Watercourses

There are no defined watercourses from upstream catchments running through the site, the

upstream catchment if not restricted will sheet flow through the site.

Flooding Issues

The site is in close proximity of Plane Creek and although the Mimaps system does not indicate

it is in a flood zone it must be categorised as high risk. Checks should be undertaken with

Council to confirm the status of the site and any floor levels be set 300mm above any flood level

Data

Existing Stormwater Infrastructure

A review of the site survey information indicates there is an existing 1200 dia pipe in Hoey

Street.

It is intended that the proposed drainage system discharges to this system.

Related Studies

No studies are known to have been undertaken on the surrounding catchment.

Stormwater Management Plans

The Site Based Stormwater Management Plan (SBSMP) described below is in accordance with;

• The Queensland State Planning Policy – July 2014

• Mackay Regional Council – MUSIC Modelling Guidelines

• The Queensland Urban Drainage Manual and the

• EPA Best Practice Urban Stormwater Management – Erosion & Sediment Control

Guidelines.

Hydrologic & Hydraulic needs/wants

As the site is extremely flat it is difficult to anticipate where the runoff will discharge from the

site. As such it is recommended that the site have various low points with inlet pits in locations

similar to those shown on the plans attached to this document. The locations of these are to be

confirmed during the civil works design stage.

Water Quality/Stream Health

No study has been undertaken to determine the water quality of the recipient waterway and

does not form a part of this document.


F (07) 310 340 29



ABN 68 139 107 467 Suite 31007,




OPPORTUNITIES AND CONSTRAINTS

Key Site Characteristics

The current capacity of the existing 1200 dia pipe is unknown, an analysis to check its current

capacity and a comparison with the possibility of the upstream catchment being fully developed

has been undertaken and is discussed further in this document.

There are no major constraints for the proposed development that cannot be dealt with using

conventional engineering design practices.

Previous Studies / Plans

There are no known previous studies undertaken for this site.


F (07) 310 340 29



ABN 68 139 107 467 Suite 31007,




STORMWATER QUANTITY

Methodology

To undertake the hydrologic analysis of the development, the Queensland Urban Drainage

Manual (QUDM) has been used. Flows and levels have been calculated using a rainfall intensity chart developed using the Bureau of Meteorology IFD software (refer Appendix A) for the

Serina area.

Watercom Drains

A hydrologic assessment of the proposed system has been undertaken using Watercom Drains,

producing an Ilsax model to assess the runoff.

The model has been set up with two systems, the first being the pre-developed, unmitigated,

site, the second is the developed site.

The developed scenario will require onsite detention to mitigate the increase in flows, it is

proposed to use the bio-retention system (discussed further in this report) as the detention basin with the storage volume for detention being stored above the extended detention level for

treatment.

Therefore the detention volume has been calculated ignoring the possible volume between the

top of the filter level and the top of the outlet pit.

Assessment

Two assessments have been undertaken the first is an onsite analysis of stormwater runoff, the

second is an analysis of the existing 1200 dia pipe.

1. Analysis of Site Runoff

From the supplied survey information a hydraulic analysis comparing the existing &

proposed final development has been undertaken.

This was undertaken using Watercom drains with the following parameters being

adopted.

It should be noted that only the area of development has been assessed the two units

on the southern leg of the site have been excluded from all calculations.

Parameter Existing Proposed

Site Area (ha) 0.8888 0.8888

Impervious

Area (%) 30 54

Flowpath Length (m) 75 50

Flowpath Slope (%) 1 1

Mannings n 0.01 0.01

Pervious

Area (%) 70 46

Flowpath Length (m) 75 75

Flowpath Slope (%) 0.5 0.5

Mannings n 0.025 0.025


F (07) 310 340 29



ABN 68 139 107 467 Suite 31007,




Using these parameters the modelling produces a runoff for the pre-developed site of

0.398m3/s & 0.713m3/s for the 20% & 1% AEP events respectively.

The developed site produces 0.424m3/s 0.760m3/s for the same storm events.

This results in an increase 0.026m3/s (6.5% increase) and 0.047m3/s (6.6% increase)

when compared to the existing scenario.

Full calculations can be found in Appendix B

2. Existing 1200 diameter pipe capacity check.

From a desktop study of a Google Earth image and its associated surface contours,

Mimaps contours and discussions with Council it is determined that a contributing upstream catchment of around 1.0Ha can be attributed to the 1200 diameter pipe.

Using Bransby Williams formula we ascertain that the time of concentration for this

catchment is 28 minutes. For the purposes of calculation 30 minutes has been adopted.

Refer Appendix C

This pipe has then been modelled in Watercom Drains to determine the HGL levels for

the current catchment and a possible fully developed upstream catchment.

The following parameters were adopted;

Parameter Existing (Fi 0.10) Possibly Developed (Fi 0.70)

Site Area (ha) 28.197 28.197

Impervious 10 70

Pervious 90 30

Time of Concentration (mins) 30 30

It should be noted that the pipe details have been adopted as best as possible from Council

supplied as constructed information no pit losses were adopted due to lack of information, pipe

has been modelled as one continuous length.

The resulting calculations indicate a headwater level of 16.37 for the Fi 0.10 option and 16.58

for the Fi 0.70 option.

The surface level at this point is 16.81 therefore there is satisfactory headwater freeboard to

suggest that the existing 1200 dia pipe has sufficient capacity to convey the increased flow from

the proposed development.

Please note that the Google earth surface levels have not been confirmed and may be

inaccurate but are deemed sufficient to assess an approximate contributing catchment for the

purposes of overland flow assessment.

Full calculations can be found in Appendix C

The Watercom Drains File can be obtained by contacting the author if not already supplied with

this document

Note:

A free Watercom Drains viewer is available by contacting Watercom on 02 6649 8005.


F (07) 310 340 29



ABN 68 139 107 467 Suite 31007,




Proposed mitigation measures

The following is proposed as a best practice site specific solution.

Various aspects of this development has been considered when assessing any mitigation

measures including the existing 1200 dia pipe, the increase in runoff for the developed site and

the proximity of the site to Plane Creek with the following deductions made;

1. The increase in runoff due to the development is only 27l/s or 6% more than the existing

site for the 20% AEP event.

2. The 1200 diameter pipe has sufficient capacity to include this additional runoff.

3. The site is in close proximity to Plane Creek, a continuously flowing waterway, being

only 30m from this waterway.

Due to the above considerations it is deemed unlikely that the increase in runoff from the site will impact on any neighbouring properties or the existing drainage system.

As such no mitigation to the increase in runoff is proposed.

.


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Stormwater Quality

Existing Conditions

As previously stated the site is an existing unit development that was undertaken some years

ago and has no stormwater quality devices or management plans in place.

Receiving Waters

The receiving water for this development has been identified as Plane Creek which is

approximately 30m to the south of the site.

The proposed works for the site are not considered substantial enough to impact greatly on this

system and is discussed further in this document.

The main concern for pollutants entering the water body is the possibility of sediment entering

the stormwater system during the construction phase. The mitigation measures for the

construction phase are detailed in the following section.

Identification of Environmental Values & Water Quality

Being a development that is in close to the receiving waterway it is highly likely that this

development could have some impact on the receiving waters.

Objectives

The State Planning Policy July 2014 Part E defines the criteria used to determine a whether the

policy applies to a material change of use development as being the following; i. Greater than 2500m2 and will either;

a. result in an impervious area greater than 25% or

b. result in 6 or more additional dwellings.

The site exceeds all of these trigger points and as such stormwater management is referable to

the Queensland Department of State Development, Infrastructure & Planning (DSDIP).

This development does not trigger any requirements for Waster Water Management or Non-

Tidal Artificial Waterways so only the sections of the State planning policy that relate to

Stormwater Quality have been addressed and has been assessed in accordance with Part D –

Environment & Heritage – Water Quality and Part H – Appendix 2.

A MUSIC model prepared in accordance with the Mackay Regional Council – MUSIC Modelling

Guidelines and will be used to determine the level of treatment for this development.


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During the construction phase the pollutants typically generated are;

Pollutant Sources

Litter Paper, construction packaging, food packaging, cement bags,

offcuts

Sediment Unprotected exposed soils and stockpiles during earthworks & building

Hydrocarbons Fuel & Oil spills, leaks from construction equipment

Toxic Materials Cement slurry, solvents, wash waters (e.g. from tile works)

pH altering substances Acid sulphate soils, cement slurry and washwaters

During the operational phase the pollutants typically generated for townhouse developments

are;

Pollutant

Litter Pathogens Surfactants

Sediment Faecal coliforms Thermal Pollution

Nitrogen Hydrocarbons

Phosphate Heavy Metals

This section details the treatment to be used for the construction phase of the development.

Acid Sulphate Soils

Councils Mimaps system indicates that the site is not in a potential acid sulphate soil area.

Construction Phase Potential Sediment Generation

The development will result in one catchment from which sediment can be generated. The area

to be disturbed is 0.6200ha which is the areas of pavement and building works only, the

remainder of the site is not anticipated to be disturbed. While the potential exists for sediment

to be generated during the construction phase, the potential sediment volume is dependent

upon rainfall, site topography, the material type exposed, flow characteristics, and the

construction practices and programme.

The potential for sediment generation for the site in the pre-development stage and due to the

development is calculated using the Revised Universal Soil Loss Equation. The sediment generation potential for the pre-development stage is calculated at 1.11m

3/year. Detailed

calculations are contained in Appendix D.

The potential sediment yield during construction will vary with the extent of site exposed during

the construction programme. The potential for impact will be staged as follows:

• After clearing, the site of works will be subject to the erosion impacts (total area

0.6200ha).

• The estimated time for reshaping ground for building platforms and roadways will take some 28 days. After this time the site, will progress directly to the construction phase.

• It is estimated the time from the completion of the reshaping to the completion of the

building pads will be 120 days. After this time the site contribution to potential sediment

generation, will be reduced.

• It is estimated the time from the completion of the reshaping to the completion of the driveway and other hardstand areas will be approximately 28 days.


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Based on this program the estimated potential yield of sediment during construction is

calculated at 3.54m3.

The possible sediment generated is not considerable and the use of a sedimentation fence is

deemed satisfactory.

Upon completion of the proposed development the potential sediment yield is 0.33m3/year.

This is considerably less than the pre-development stage yield and is due to the increase in

non-erodible surface area.

The external environment will benefit greatly as a result of the decrease in sediment load.

Construction Phase Control Measures

The works proposed to control erosion are:

• Construct stabilised shake down area at the site access.

• Erect sediment fences as detailed on the civil works drawings.

• Strip topsoil and stockpile within the controlled area on site. Remove from the site any material which is not required for rehabilitation of disturbed areas.

• Exposed soils and stockpiles are to be watered, as required, to minimise soil losses as

a result of wind.

• Ensure all litter is collected and disposed of onsite in an appropriate fashion.

• Ensure all machinery is in good working order, repair any leaks immediately.

• Contain any spills immediately to ensure that they do not enter the stormwater system.

• All wash waters are to be kept away from the stormwater system.

• Finalised earthworks to be top soiled and seeded/hydro-mulched or landscaped as directed

• Place geo-textile field gully inlet filters around entry points to the drainage system until

the pavement is complete or until grass is established.

• Construct buildings and hardstand areas.

• Geo-textile filters to be replaced with mesh filters until landscaping is complete and stabilised.

• Maintain all sediment devices and other interim controls regularly

• Remove sediment fences and inlet filters after the establishment of the landscaping and

grass cover.

Refer to drawing 2758-SK1 & SK2 for location and details

Erosion and Sediment Control Management

The installation of erosion and sediment control devices requires maintenance of these devices

to ensure their effectiveness in the control of potential environmental impact. Summary of the objectives and maintenance requirements for this project are detailed below.

Objectives

The objectives of this erosion and sediment control plan are:

To ensure that the water quality of the receiving waters is not worsened by the site’s

development minimise sediment transport in surface water runoff during the construction and

operational stages.

And to provide a monitoring and maintenance programme for implementation during the construction phase.


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Maintenance of Controls

The Contractor is responsible for the installation and maintenance of the sediment and erosion

control measures during the construction phase and the defects liability period (normally six

months).

Maintenance responsibilities for the establishment of vegetation, which is the requirement to

irrigate the plants and grass used to generate ground cover, lies with the Contractor initially but

ultimately reverts to the property owners once the defects liability period has expired.

Maintenance will require:

• Inspection of silt fences, diversion drains and hay bale barriers weekly during construction and after any rainfall event.

• Inspection of temporary sediment ponds weekly during construction and after any

rainfall event

• Clean out sediment build-up following each event that causes deposits.

• Clean up soil and sediment deposits promptly as they occur.

• Provide inlet protection where soil disturbance is to occur.

Responses to Complaints

Complaints during this type of construction usually relate to noise and dust. Generally the complaint is made known to the Contractor, the Principal, the Superintendent and/or the

Council.

The Contractor shall keep a record of all complaints identifying the nature of the complaint and

any remedial action taken to address such complaint. The Contractor shall act as soon as

possible to remedy the problem, if the complaint is considered valid and reasonable. A

complaints record shall be made available by the contractor for regular inspection by the

Superintendent. For the purpose of direction by others, the Contractor’s details are to be

supplied to Council prior to commencement of the works.

Complaints relating to dust shall require the Contractor to immediately water the exposed earth

surfaces and any soil stockpile areas as well as haul roads to control dust. Such watering shall occur immediately the complaint is registered with the Contractor. Watering should continue

periodically until conditions suit, or the works are completed to a state that prevents dust

transport.

Monitoring

The installation of the erosion and sediment control measures as detailed in this plan will

ameliorate potential impact to water quality in the receiving waters. A monitoring program is

proposed to ensure that the control measures achieve the desired goals.

A visual monitoring program is proposed due to the relatively small size of the development and

the amount of earthworks is to take place.


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Operational Phase

The operational phase of the development will require any mitigation of the stormwater quality in accordance with the State Planning Policy – July 2014.

As this development triggers referral to the DSDIP and as such site based stormwater quality

treatment must be implemented to achieve the objectives of the State Planning Policy.

Therefore a MUSIC Model has been developed in accordance with the Mackay Regional

Council – MUSIC Modelling Guidelines to determine the best practice technique to be adopted

for this development.

Existing Conditions The site is currently one catchment with a formal drainage system that will be removed and

replaced with a new system, the existing system does not have any treatment devices installed.

This catchment has been defined by contours supplied by field survey.

Receiving Waters The existing condition of the receiving waterway is unknown so it is intended to keep the post

development runoff levels to those required by the State Planning Policy – July 2014. The

objectives of which are detailed below.

The receiving waterway may be impacted upon due to an increase of nutrient pollutants as a

result of this development. Any increase in litter, nutrients or suspended solids entering this

body of water can impact on the ecosystem therefore all runoff will be treated to ensure a

beneficial effect on water quality.

Objectives

The use of stormwater quality improvement devices (SQUIDs) will address the State Planning

Policy objectives for South East Queensland as detailed below.

80% reduction in total Suspended Sediment (TSS)

60% reduction in total Nitrogen

45% reduction in total Phosphorous

90% reduction in total Gross Pollutants

These have been adopted from Appendix 2, Table B of the above document and are in relation

to the developed untreated site.

Methodology The pollutant impact assessment has been carried out using the MUSIC model system. The

pollutant assessment considered two scenarios as follows:

Post Development untreated.

Post Development treated.

The post development model has numerous catchments which have divided into separate

categories that represent roof, hardstand & landscaping.

The catchment land use for each of the post-development nodes has been set up in accordance


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with Section 4.2 of the MUSIC guidelines for Urban Residential Use.

The pluviograph data used in the modelling was the Serina Post Office Station Number 033067. A ten year, six minute time step rainfall data was used from 01 January 1990 to 31 December

1999 to run the MUSIC model.

The daily values for average areal potential evapotranspiration for the site were inputted based

on Section 4.1 Table 3 of the Music Modelling Guidelines.

The proposed treatment train for the sub-catchments is as follows:

• Stormwater from the roofs of the proposed units are to be captured by a minimum 3KL rainwater tank, as the units are small (150m2) the entire roof is to be captured.

• Stormwater from the ground, both pervious & impervious areas, such as garden, grass,

landscaping, footpaths and accessway is to drain to the internal drainage system within

the site.

• All pits are to have an Enviropod 200 installed.

• This system is to discharge to a proposed filter chamber that incorporates 6x storm 360 ZPG filters (460mm high) or similar approved product.

• This chamber is to discharge to the existing 1200 dia pipe in Hoey Street..

The treatment train nodes and catchments have been set up in accordance with the MUSIC

Modelling Guidelines.

The post developed scenarios are tabulated below.

It should be noted that the drainage links were modelled with no routing as each catchment had

a similar time of concentration.

Model Analysis The modelling resulted in the following:

Model Mean Annual Loads

Flow

(ml/yr)

TSS (kg/yr) TP (kg/yr) TN (kg/yr) Gross

Pollutants

(kg/yr)

Post

development

(untreated)

4.65 794 1.62 9.58 96.5

Post

development

(treated)

2.82 90.1 0.639 3.66 0

% Reduction 39.4 88.7 60.6 61.8 100

A review of the MUSIC model results shows that the proposed stormwater treatment train

through the use of the Storm 360 Enviropod filters and the filter system system will reduce the

expectant pollutant export loads leaving the site. The comparison of results between Post

Development (untreated) and Post Development (treated) models shows that the inclusion of

the proposed stormwater treatment train will reduce the TSS loads by 88%, the TP loads by

60% and the TN loads by 61%.

Refer to Appendix E for Treatment Train.


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Impact of Development

The development of this site will increase loadings on the stormwater quality which is to be

minimised by the implementation of primary and secondary treatment devices as detailed in this report and will be monitored and reported as detailed in Appendix F.

Proposed Management Strategies

The objective is to provide a stormwater drainage system that reduces the impact of the

development compared with the existing pre-development loads. Management practices to

assist in the reduction of the reliance on the primary treatment structures will be implemented.

Provision of long term water quality monitoring for this development is considered impractical.

Hence, the operational monitoring will consist of 1 to 2 event samplings per year collecting

stormwater prior to it leaving the site if requested by Council. Monitoring shall be for the

following:

Table 5.4 – Operational Phase Water Quality Parameters

Insitu Laboratory Parameters

pH

Turbidity

Temperature

Dissolved Oxygen

Salinity Specific Conductance

Suspended Solids

Total Nitrogen

Total Phosphorous

STORMWATER MANAGEMENT OPTIONS

Selection & Assessment of Stormwater Quality Controls.

Two forms of treatment are proposed to address the stormwater quality within the site.

Storm 360 Enviropod 200 baskets are to be used as primary treatment devices for water from

the site catchment, these devices are to be installed in all pits.

Secondary treatment will be in the form of a bio-retention system.

These are to be installed and maintained in accordance with the manufacturers’ specification for the proprietary devices shown in Appendix F.

Integration with Waterway Corridor

The catchment will drain into the public drainage system that connects to the receiving

waterway.


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LIFECYCLE COST ASSESSMENT

As this is a private development no assets are to be handed over to Council and a cost

assessment has not been undertaken.

ASSET HANDOVER

There are no assets to hand over to Council

CONCLUSION

Acid Sulphate Soils

Any encounter with acid sulphate soils is to be reported to the local authority immediately and

treated in accordance with all relevant policies and standards.

Seek professional advice.

Flooding Issues

There are no flooding issues attributed to this site.

Stormwater Quantity

On-site detention is proposed for the development and is to be integrated within the bio-

retention basin.

Stormwater Quality

A bio-retention basin is to be installed and maintained in accordance with the attached plans.

REFERENCES

1. Queensland Urban Drainage Manual Third Edition 2013 - Provisional.

2. State Planning Policy – December 2013. 3. Mackay Regional Council – MUSIC Modelling Guidelines


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APPENDIX A

BoM Rainfall IFD Chart – Serina


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DURATION1 Year 2 years 5 years 10 years 20 years 50 years 100 years

5Mins 120 155 199 227 263 312 350

6Mins 113 146 188 214 248 295 332

10Mins 93.8 121 156 178 207 245 276

20Mins 70.5 91.1 117 133 154 182 204

30Mins 58.4 75.4 96.6 110 127 150 169

1Hr 40.8 52.8 68 77.4 89.9 107 120

2Hrs 27.6 35.9 46.9 53.8 62.9 75.2 85

3Hrs 21.8 28.4 37.6 43.3 50.9 61.3 69.5

6Hrs 14.4 19 25.7 30 35.6 43.3 49.5

12Hrs 9.58 12.7 17.6 20.8 24.9 30.7 35.3

24Hrs 6.33 8.48 12 14.3 17.4 21.7 25.1

48Hrs 4.08 5.52 8 9.69 11.9 15 17.6

72Hrs 3.07 4.18 6.17 7.54 9.31 11.9 14


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APPENDIX B

Watercom Drains - Site Runoff Calculations


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20% AEP

DRAINS results prepared from

Version 2016.04

PIT / NODE DETAILS Version 8

Name Max HGL Max Pond Max Surface Max Pond Min Overflow Constraint

HGL Flow Arriving Volume Freeboard (cu.m/s)

(cu.m/s) (cu.m) (m)

SUB-CATCHMENT DETAILS

Name Max Paved Grassed Paved Grassed Supp. Due to Storm

Flow Q Max Q Max Q Tc Tc Tc

(cu.m/s) (cu.m/s) (cu.m/s) (min) (min) (min)

Existing Catchment 0.398 0.142 0.257 3.74 7.97 0

AR&R 5 year, 30 minutes

storm, average 96.6 mm/h,

Zone 3

Developed Catchment 0.424 0.255 0.169 2.93 7.97 0


storm, average 96.6 mm/h,

Zone 3

Outflow Volumes for Total

Catchment (0.75 impervious +

1.03 pervious = 1.78 total ha)

Storm Total Rainfall Total Runoff Impervious Runoff Pervious Runoff

cu.m cu.m (Runoff %) cu.m (Runoff %) cu.m (Runoff %)

AR&R 5 year, 5 minutes storm,

average 199 mm/h, Zone 3 294.79 196.59 (66.7%) 116.34 (94.0%) 80.24 (46.9%)


average 156 mm/h, Zone 3 462.18 340.57 (73.7%) 186.65 (96.2%) 153.92 (57.4%)


average 117 mm/h, Zone 3 693.26 537.98 (77.6%) 283.70 (97.4%) 254.27 (63.2%)


average 96.6 mm/h, Zone 3 858.6 672.55 (78.3%) 353.14 (97.9%) 319.40 (64.1%)

AR&R 5 year, 1 hour storm,

average 68.0 mm/h, Zone 3 1208.77 961.30 (79.5%) 500.22 (98.5%) 461.08 (65.8%)

AR&R 5 year, 2 hours storm,

average 46.9 mm/h, Zone 3 1667.39 1343.50 (80.6%) 692.84 (98.9%) 650.66 (67.3%)


average 37.6 mm/h, Zone 3 2005.18 1622.58 (80.9%) 834.71 (99.1%) 787.88 (67.7%)


average 25.7 mm/h, Zone 3 2741.06 2183.03 (79.6%) 1143.78 (99.4%) 1039.26 (65.4%)

PIPE DETAILS

Name Max Q Max V Max U/S Max D/S Due to Storm

(cu.m/s) (m/s) HGL (m) HGL (m)

CHANNEL DETAILS

Name Max Q Max V Due to Storm

(cu.m/s) (m/s)

DETENTION BASIN DETAILS

Name Max WL MaxVol Max Q Max Q Max Q

Total Low Level High Level

CONTINUITY CHECK for AR&R 5

year, 30 minutes storm, average

96.6 mm/h, Zone 3

Node Inflow Outflow Storage Change Difference

(cu.m) (cu.m) (cu.m) %

N1 318.87 318.87 0 0

N2 353.68 353.68 0 0


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1% AEP


Version 2016.04




(cu.m/s) (cu.m) (m)





Existing Catchment 0.713 0.242 0.493 2.77 5.91 0


storm, average 204 mm/h,

Zone 3

Developed Catchment 0.76 0.467 0.294 1.75 4.76 0


storm, average 350 mm/h,

Zone 3







storm, average 350 mm/h, Zone

3 518.47 422.60 (81.5%) 210.29 (96.6%) 212.31 (70.6%)



3 817.7 697.22 (85.3%) 335.97 (97.8%) 361.25 (76.2%)



3 1208.77 1052.20 (87.0%) 500.22 (98.5%) 551.99 (78.7%)



3 1502.07 1314.40 (87.5%) 623.40 (98.8%) 691.00 (79.3%)


average 120 mm/h, Zone 3 2133.12 1884.03 (88.3%) 888.44 (99.2%) 995.59 (80.5%)


average 85.0 mm/h, Zone 3 3021.92 2695.84 (89.2%) 1261.74 (99.4%) 1434.09 (81.8%)


average 69.5 mm/h, Zone 3 3706.34 3315.26 (89.4%) 1549.20 (99.5%) 1766.06 (82.2%)


average 49.5 mm/h, Zone 3 5279.56 4703.14 (89.1%) 2209.95 (99.7%) 2493.19 (81.4%)

PIPE DETAILS



CHANNEL DETAILS


(cu.m/s) (m/s)




CONTINUITY CHECK for AR&R

100 year, 20 minutes storm,

average 204 mm/h, Zone 3



N1 511.74 511.74 0 0

N2 540.46 540.46 0 0


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APPENDIX C

Watercom Drains – Ex 1200 Diameter Pipe Capacity Check


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Time of Concentration

Bransby - Williams Formula

tc=58L/(A0.1

Se0.2)

Catchment A

L Length 0.65 km

A Area 18.534 ha

S Slope 1 %

tc Time 28.154281 mins


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Version 2016.04




(cu.m/s) (cu.m) (m)

N542 16.58 4.012

N540 14.1 0

N544 16.37 3.993

N538 14.1 0





Ex Cat Fi 0.7 4.012 3.643 0.402 30 30 15


average 68.0 mm/h, Zone 3

Ex Cat Fi 0.1 3.993 0 3.993 0 30 30









average 199 mm/h, Zone 3 5271.51 2715.26 (51.5%) 1926.42 (82.2%) 788.85 (26.9%)


average 156 mm/h, Zone 3 8264.88 5379.75 (65.1%) 3090.50 (84.1%) 2289.24 (49.9%)


average 117 mm/h, Zone 3 12397.32 9071.29 (73.2%) 4697.57 (85.3%) 4373.72 (63.5%)


average 96.6 mm/h, Zone 3 15353.87

11648.31

(75.9%) 5847.34 (85.7%) 5800.97 (68.0%)



17114.41

(79.2%) 8282.52 (86.2%) 8831.88 (73.5%)



24108.49

(80.9%) 11471.94 (86.6%) 12636.55 (76.3%)



29166.19

(81.3%) 13821.04 (86.7%) 15345.15 (77.0%)



39363.02

(80.3%) 18938.60 (86.9%) 20424.42 (75.0%)

PIPE DETAILS



P203 3.998 3.76 16.584 15.189



Ex1200 Fi 0.10 3.973 3.74 16.369 15.187



CHANNEL DETAILS


(cu.m/s) (m/s)




CONTINUITY CHECK for AR&R 5

year, 1 hour storm, average 68.0

mm/h, Zone 3



N542 9058.57 9058.73 0 0

N540 9058.73 9058.73 0 0

N544 8055.84 8057.62 0 0

N538 8057.62 8057.62 0 0


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APPENDIX D

Sediment Yield Calculations


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Sediment Generation Rates

RULSE parameters as determined

Rainfall erosivity factor R=164.74*1.1177SS0.6444

(2yr 6hr storm) mm/hr S = 19

R = 9099.29

Soil erodibility factor K = 0.025

Slope length m L = 50

Slope Grade % So = 1

Ls = 0.17

Cover & Management factor existing ground cover C = 0.05

constuction = 1

establishment period = 0.1

post-development = 0.02

Erosion control practice factor existing ground cover P = 1.2

constuction = 0.9

Pre-Development sediment rates t/ha/yr A = 2.3203197

Assumed Density (t/m3) 1.3 A = 1.7848613

Construction sediment rates t/ha/yr A = 34.804796


Establishment sediment rates t/ha/yr A = 4.6406394


Post-Development sediment rates t/ha/yr A = 0.6960959


Sediment Yield

Area Yield Rate Total

Ha m3/ha/yr m

3/yr

0.6200 1.7849 1.1066

0.6200 26.7729

0.2000 3.5697

0.1965 26.7729

0.2235 26.7729 3.5441

0.6200 0.5355 0.3320

Work Programme Sediment Yield

Days

Building Works

Pavement

Element

Pre-development

Construction

Post Development

365

28

42

120

28

365

Earthworks

Grass Establishment

1.7296

0.4590

m3

1.2734

0.0822


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APPENDIX E

MUSIC Model


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APPENDIX F

Storm 360 – Enviropod & ZPG Filter Operations Manual

Operations and maintenanceStormFilter® EnviroPod Treatment Train

Our waterways. Our future.

Contents

Treatment Train Specifications 2

Introduction 4

Why cleaning and maintenance are so vitally important 4

Health and safety 5

2.1 Personnel health and safety 6

2.2 Traffic control 7

2.3 Confined spaces 7

3.1 Maintenance and monitoring of EnviroPod filters 8

Operations 8

3.2 Stormwater pit cover removal 9

3.2.1 Hinged pit grates 9

3.2.2 Non-hinged pit grates 10

3.3 Cleaning methods 11

3.3.1 Cleaning using an inductor truck 11

3.3.2 Hand maintenance 11

3.4 Unit inspection 14

3.5 Filter bag inspection and rejuvenation 14

3.5.1 Clogged filters 14

3.5.2 Damaged filters 15

3.6 Disposal of material 15

4.1 Spill procedures 16

4.2 Blockages 16

Emergency procedures 16

The Stormwater Management StormFilter 171.1 Description 18

1.2 Operation 18

1.2.1 Purpose 18

1.2.2 Sizing 18

StormFilter overview 18

1.2.3 Basic function 19

1.2.4 Priming system function 19

1.2.5 Maintenance overview 19

StormFilter maintenance and performance expectations 20

2.1 Types of maintenance 21

2.2 Maintenance activities 22

2.2.1 Maintenance activity timing 22

2.2.2 Maintenance activity frequency 22

2.3 Maintenance crew requirements 22

2.4 Maintenance methods 23

2.4.1 Minor maintenance/inspection (twice a year) 23

2.4.2 Major maintenance inspection (once a year) 24

2.4.3 Major maintenance: sediment removal and cartridge replacement (and emergency) 24

2.4.4 Related maintenance activities (performed on an as-needed basis) 26

2.5 Typical equipment required for maintenance activities 26

2.6 Material Disposal 27

Next steps 30

Device details

Location of Device

GPS Coord N: E: D P Number:

Relevant Council

Company

Contact Email Ph

Engineer

Contact Email Ph

SFEP Treatment

1

2

Frequency of Inspection/Maintenance

Inspections (time/year)

Major Maintenance

StormFilter

EnviroPod

Maintenance Estimated Annual Cost

StormFilter

EnviroPod

TOTAL

Stormwater360 Operations and maintenance 1

Maintaining the EnviroPod® Stormwater Gully Pit Insert

Maintenance is as integral to every stormwater management system as it is to any other item of machinery or equipment.

The primary purpose of the EnviroPod® Stormwater Gully Pit insert is to filter out and remove pollutants from entering our waterways. To ensure that the EnviroPod® continues to function effectively, it is important that the pollutants it captures are periodically removed, and the filtration components properly cleaned.

Maintenance requirements and frequency are dependent on the pollutant load characteristics of each site, as well as the occurrence of events such as chemical spills or excessive sediment loading due to site erosion or extreme storms. Similarly, the system should be inspected after all major storm events.

2 Stormwater360 Operations and maintenance

Performance Specification

The stormwater filtration treatment train shall consist of x 200 micron gully pit basket/s and x 460/690mm passive, siphon-actuated, radial flow, self cleaning media filtration cartridge system/s operating at a specific flow rate of not more than 1.5L/s/m2.

The gully pit basket system shall consist of the following components;

• Removable 200 micron Nylon monofilament Precision woven Filtration Bag

• Fixed Galvanised Mesh Cage (no greater than 80mm x 80mm) around the Filtration Bag

• Recycled modified ABS plastic to seal the unit into the pit

• By-pass mechanism above the Filter with no moving parts

• System rigidly fixed to the walls of the pit.

The media filtration system shall be located within the following structure.

• Manhole

• DownPipe

• Linear

• Vault

• Large Box

• Detention.

Regardless of the system type, the media filtration system shall consist of the following components;

• Inlet energy dissipation

• Cartridge section

• Outlet section to bypass storm flows and convey treated stormwater

• Access Lids in roof slab for access to Cartridges

• Siphon actuated cartridges filled with proprietary ZPG™ filter media

• Specific flow rate of each individual cartridge limited not to exceed 1.5L/s/m2

• Air Lock Cap complete with one way Air Valve Flap

• Outer Hood complete with Scrubbing Regulators

• Automated high-energy turbulence on the screen face (only) at the end of storm flows to flush pollutants from the cartridge

• Centre Drainage Tube complete with Buoyancy Float

• Individual Cartridge Flow Restrictor Disc

• ¼ Turn Bayonet Fittings

• Under drain manifold to convey treated stormwater to the receiving environment.

Treatment Train Specifications


The components of any proposed the treatment train or technology, including a gully pit basket upstream of a radial flow cartridge filtration system, must be evaluated for a range of pollutants and these performance expectations must comply with current best practice guidelines, i.e. Water by Design "MUSIC Modeling Guidelines version 1.0 2010" for South East Queensland.

In short, the performance evaluation of any system must show:

1 Any reduction efficiencies are justified by rigorous scientific testing as determined by an independent peer reviewer and the results further peer reviewed and published in a credible scientific journal. Any potential or perceived conflicts of interest should be disclosed within the published article.

2 Published article providing insight into the pollutant composition (e.g. soluble vs particulate for nitrogen) and the mean concentration of inflow and outflow to compare to local and or regional conditions.

3 Performance evaluation undertaken in dry weather conditions or a method to take into account any potential leaching of nutrients that may occur in the system(s).

4 Evaluation is conducted using full-scale systems with details of treatable flow rates sampled and how they correlate to discrete removal efficiencies and comparisons to the designed treatable flow rates of the device. A comparison should also be made to the climatic conditions especially where un-restricted filters are used.

Maintenance Overview

The primary purpose of the Stormwater Treatment Train is to filter out and prevent pollutants from entering our waterways. Like any effective filtration system, periodically these pollutants must be removed to restore the system to its full efficiency and effectiveness.

Maintenance requirements and frequency are dependent on the pollutant load characteristics of each site. Maintenance must be performed in accordance with the Treatment Trains Operation and Maintenance Guidelines.

Components of any proposes treatment train or technology


This manual has been designed to assist you with cleaning and maintaining the EnviroPod Stormwater Gully Pit Insert, using the methods recommended by the manufacturer.

The cleaning process and methods described cover all aspects of the system, including:

• Removing the grate

• Cleaning the filter bag

• Inspecting the unit

• Rejuvenating the filter bag

• Re-installing the filter bags.

The manual should be used in conjunction with your site’s traffic management and safety plans, as well as other appropriate Stormwater360 (IES) documents such as the IES Employee Health and Safety Manual. We also recommend that maintenance and cleaning contractors, or device owners, develop their own site-specific health and safety activity plans to ensure a safe work environment.

Please note: This manual consists primarily of the processes and tasks associated with the hand maintenance and inductor maintenance procedures. It does not include details of the site’s traffic management or occupational health and safety requirements. Contractors or IES staff should utilise their own Employee Health and Safety Manual, which details the policies and procedures for safe work.

Why cleaning and maintenance are so vitally important

Adhering to the inspection and maintenance schedule of each stormwater treatment device is essential to ensuring that it works properly throughout its estimated design life.

During each inspection and clean, details of the mass, volume and type of material that has been collected by the device should be recorded. This data will assist with the revision of future management plans and help determine maintenance interval frequency. It’s also essential that qualified and experienced personnel carry out all maintenance (including inspections, recording and reporting) in a systematic manner. To ensure consistency, we recommend that one person be responsible for overseeing the management of the maintenance and cleaning process.

Maintenance of your stormwater management system is essential to ensuring ongoing at-source control of stormwater pollution. Maintenance also helps prevent structural failures (e.g. prevents blocked outlets) and aesthetic failures (e.g. debris build up).

Introduction


The EnviroPod has been designed to trap and retain pollutants in stormwater runoff, helping to maintain the quality of water entering our aquatic ecosystems. Depending on the nature of your site, pollutants can range from organic material such as leaves and sticks through to debris such as broken glass, syringes or other potentially harmful materials.

Access to gully pits containing EnviroPods may require removing heavy protective grates, while cleaning such pits may entail working in confined spaces. For these reasons, all aspects of maintaining and cleaning your EnviroPod require careful adherence to Occupational Health and Safety (OH&S) guidelines. Doing so will ensure that all maintenance personnel are adequately protected and have been properly trained before taking part in any specialist activities. The same level of care needs to be taken to protect non-work personnel in and around the site, while appropriate traffic control measures must be put in place where collection pits are situated in, or adjacent to, roadways or car parks.

The procedures indicated in the Operations section of this manual are recommended as the safest and most efficient manner of conducting the maintenance of EnviroPod units (Section 2), however contractors and cleaning staff may vary the procedure in response to the site conditions; varying work practices; or general preferences in the cleaning techniques. Please note that procedures outlined in this manual are not exhaustive, and that any changes made should always comply with general safe work practices.

Cleaning of EnviroPod filters and StormFilters is a specialist activity. The material collected by the devices can be harmful, and needs to be handled correctly. For example, sediments may contain heavy metals and carcinogenic substances as well as harmful objects such as broken glass and syringes. It is essential that Occupational Safety and Health guidelines are followed at all times, and that the following steps are carried out to ensure safe and successful maintenance operations.

In addition to the dangers associated with the cleaning and handling of material in the filter bags, precaution needs to be taken with activities such as removing the grate as well as with managing the traffic, pedestrians and other non-worker personnel at the site. The general workplace hazards associated with working outdoors also need to be taken into account..

Health and safety


2.1 Personnel health and safety

All contractors and staff must comply with all current workplace health and safety legislation and take all practicable steps to:

• Comply with all applicable laws, regulations and standards

• Ensure that all employees, contractors and visitors are informed of and understand their obligations in respect of current workplace health and safety legislation

• Ensure that employees understand and accept their responsibility to practice and promote a safe and healthy work environment.

Take proper care. Pollutants can range from organic materials such as leaves and sticks through to debris such as broken glass, syringes or other potentially harmful materials.

While cleaning and maintaining filters, all relevant precautions must be taken to prevent contact with sediment and litter. This includes wearing the following personal protective and safety equipment:

• Puncture resistant gloves

• Steel capped safety boots

• Fluorescent safety vest

• Overalls or similar skin protection

• Safety apron (if necessary)*

• Eye protection (if necessary)*.

* Higher personal safety conditions may be required when maintaining units that may contain more hazardous material, for example pits where syringes have been observed or pits located in areas associated with such activities.


2.2 Traffic control

Stormwater collection pits are typically situated either in or on roads and car parks, or adjacent to roads in a footpath or swale. Traffic control requirements across all such locations differ with most of the state and local road authorities requiring the same controls to be implemented whether the work is to be conducted on the road or on the road reserve.

As traffic requirements differ depending on road usage and the specific road configuration, separate traffic control plans should be prepared for each site. Given that maintenance is typically a quick process, the contractor should liaise with the relevant road authority to determine the specific road safety requirements for each location to ensure that on site workers can conduct the cleaning operations safely and efficiently, while complying with all laws and regulations.

State government publications such as the NSW RMS Traffic Control at Work Sites safety manual outline the signage requirements, placement of barricades or witches hats and the positioning of traffic control personnel that’s required when working on public roads. For increased safety, IES recommends that the maintenance vehicle be used to shield the work area from oncoming traffic.

Photo 1 shows the maintenance vehicle with cones placed around and positioned to shield the work area. Photo 2 shows the head-on view, note the vehicle is positioned to allow access to the drive, whilst still blocking the pit from on-coming traffic. The vehicle has a flashing light on the roof and the hazard lights switched on.

Photo 1 Vehicle positioned near pit, preventing traffic from passing close to the pit.

2.3 Confined spaces

Confined space entry procedures are not included as part of this manual. For IES employees these procedures are included as part of the IES Safety Manual. It is recommended that all contractors evaluate their own needs for confined space entry and compliance with Occupational Health and Safety regulations.

When repairs or maintenance activities cannot be conducted from the surface, and there is a need to enter and work in a confined space, only staff with current confined space training are permitted to operate in a confined space. Appropriate measures and controls must be put in place to meet confined space entry requirements. At all times the necessary safety equipment must be worn, and where gas or oxygen hazards occur, only staff trained in its use will use breathing apparatus gear. Non-trained staff must not go into confined spaces.

Confined spaces pose a serious safety hazard for all personnel; however during the normal maintenance procedures there should be no reason to enter a confined space and all maintenance procedures are able to be conducted from the surface.

Photo 2 Head-on view, indicating the placement of the vehicle near the pit.


EnviroPod units need to be regularly inspected to determine whether they require maintenance or cleaning. This process involves several steps, and may require two or more maintenance personnel working together, as well the use of specialised equipment such as a hydraulic lifting arm or an inductor truck with a vacuum hose.

As gully pit grates are usually quite heavy, it is important that correct lifting procedures are adopted, and that the area surrounding the opened pit is shielded from access to non-work personnel.

If inspection reveals that the filter bag needs to be emptied and rejuvenated, the entire unit should also be examined to ensure that all connections and joints are sound. Any material that has accumulated in the overflow diversion channels or outlet pipes also needs to be removed, with those areas then being flushed. Where required, filter bags may need to be cleaned or repaired, and all waste material must be disposed of according to local guidelines at either an approved disposal site or transfer station.

This section outlines the procedures for cleaning the EnviroPod units. It has been written so that someone who has never previously encountered a stormwater pit or an EnviroPod unit can carry out such maintenance by simply following the outlined steps.

3.1 Maintenance and monitoring of EnviroPod filters

To ensure that each EnviroPod unit achieves optimal performance, the material collected by the filter bag should be emptied when the level of material is no more than approximately half to two thirds of the total bag depth or when there is evidence of material overflow. While the bag has a greater storage capacity, it is recommended that it is not left to fill completely prior to emptying, for the following reasons:

• the bags are capable of retaining a heavy mass of material (in excess of 50kg), which will make them more difficult to lift and empty

• material near the top of the bag can be re-suspended during high to extreme rainfall events

• blockage of the overflow sections can occur, when material is allowed to build up above the filter bag.

It is also recommended that additional monitoring is conducted following moderate to extreme rainfall events, especially when preceding months have had little or no rainfall. This increased frequency of monitoring is necessary as there is a greater accumulation of surface contamination during low rainfall periods, which will then enter the unit with the higher volumes of runoff generated during a major rainfall event. It is also important to ensure that the units have not been damaged due to high pipe velocities.

Operations


3.2 Stormwater pit cover removal

3.2.1 Hinged pit grates

These are the steps for opening a hinged pit grate:

1 Insert the lifting hooks beneath the grate. (Position indicated in Photo 3)

2 Check hinge point is not damaged and debris is not caught in the hinge area.

3 Fully open pit grate, ensuring that the grate will stay in the open position without any external forces applied. Grates that do not remain open without being held should be removed or secured during cleaning or maintenance activities. Photo 4 indicates the grate being opened and grate resting freely in the open position, respectively.

Please note: Many cast iron hinges are not hinged securely (to enable the removal of the grate). This may result in the pit grate not being able to sit in an open position. Additionally the hinge pins may also be damaged or corroded, which may allow the grate to fall into the pit. Such pit grates can be removed using the method indicated below for non-hinged grates.

Photo 3 Lifting the grate

Photo 5 Lowering grate

Photo 4 Fully open grate

10 Stormwater360 Operations and Maintenance

3.2.2 Non-hinged pit grates

To remove a non-hinged pit grate:

1 Place lifting hooks beneath grate, where possible in the four corners of the grate (see Photo 6). Concrete lids may have Gatic lifting points, a key arrangement or holes in the lid, which may require special equipment such as Gatic lifters

2 Position each person either side of the grate (see Photo 7)

3 Lift the grate, ensuring that good heavy lifting posture is used at all times

4 Place the grate on an angle on the gutter, to allow for the lifting hooks to be removed (see Photo 8)

5 For extremely heavy one-piece grates and concrete Gatic covers, insert the lifters in place and slide the lids back. Note some lids may still require two people

Photo 6 Insert hook near edge of grate

Photo 8 Lift grate and move grate to one sidePhoto 7 Position each lifter either side of the grate

Photo 10 Reinstated non hinged gratePhoto 9 Lift grate above the support frame

Stormwater360 Operations and Maintenance 11

3.3 Cleaning methods

One of the following maintenance methods should be used for servicing EnviroPod Filters:

3.3.1 Cleaning using an inductor truck

Follow these steps to safely and efficiently clean the EnviroPod using an inductor truck:

1 Open gully pit (See Section 3.2)

2 Place the inductor hose over the material collected in the filter bag and switch on the inductor

3 Using the inductor hose, suck out all of the sediment, organic leaf material, litter etc. collected in the filter bag

4 Allow the filter bag to be sucked up into the inductor hose for a few seconds to allow for the filter mesh pores to be cleaned. Care is to be taken that there are no sharp edges on the inductor hose that can damage the filter bag

5 If material has built up around the overflows, use the inductor hose to clear the accumulated material

6 Remove filter bag from the pit

7 Sediment retained in the gully pit grate is to be removed

8 Back-opening channels are to be cleared of any debris to ensure flow is not hindered. This debris can also be collected using the inductor truck

9 All gully pit waste is to be removed from the pit

10 Check the EnviroPod unit (Section 3.4)

11 Check filter bag (Section 3.4)

12 Reinstate filter bag and gully pit lids

Photo 11 Cleaning an EnviroPod using the inductor method

3.3.2 Hand maintenance

To clean the EnviroPod manually by hand, follow these steps:

1 Open gully pit (See Section 1)

2 Place the lifting hooks in the lifting loops of the filter bag (See Photo 12)

3 For extremely heavy and overfilled bags either use a hydraulic lifting arm to lift the bag, or remove excess material using a shovel or similar piece of equipment. IES prefers the use of a post hole shovel, due to the reduced strain on the back when digging and the ability of the shovel to grab material vertically

4 Lift the bag vertically off the supporting frame, ensuring that no undue pressure is placed on the filter bag. (See Photo 13)

5 Lift the bag clear of the stormwater pit (See Photo 14)

6 Position the bag over the truck or other collection vehicle, taking hold of the loops at the base of the bag (See Photo 15 and Photo 16)

7 Lift and empty the filter bag by holding the bottom lifting loops only (See Photo 17)

8 Completely empty the filter bag (See Photo 18)

9 Brush the filter bag with a stiff brush to remove bound sediment from the filter pores

10 Check the EnviroPod unit (Section 3.4)

11 Check the filter bag (Section 3.5)

12 Reinstate filter bag, ensuring bag is installed the correct way (See Photo 19 and Photo 20)

13 Reinstate gully pit lids (See Photo 21 and Photo 22)


Photo 16 Grab the bottom lifting loops Photo 17 Lifting the bottom bag loops empty the filter bag

Photo 12 Place the lifting hooks through the bag loops Photo 13 Lift the bag from the cage and support frame

Photo 14 Lift the bag from the stormwater pit Photo 15 Lift the bag onto the collection vehicle


Photo 21 Correctly installed filter bag

Photo 22 Installed filter bag and sealed pit

Photo 18 Completely empty the contents of the filter bag Photo 19 Reinstall filter bag

Photo 20 Ensure that the unit is positioned correctly, with the lifting loops on the inside

Please note: Under no circumstances are gully pit sediments to be backwashed into the gully pit.


Photo 23 Check seals are pushed against the pit walls

3.4 Unit inspection

After the EnviroPod filter bag has been removed, emptied and cleaned, the following should be checked to ensure that the unit has not been damaged:

• All connections and joints should be checked and broken rivets replaced (See Photo 23)

• The plastic pit seals should be inspected for unit movement or damage (See Photo 24)

• The cage should be inspected for damage or movement.

The overflow diversion channels, and the area between the EnviroPod cage and pit wall should also be inspected for any accumulated debris. Any observed debris should be removed and disposed of off-site. Accumulated material within the outlet pipe may also need to be flushed.

If spare parts are required, Stormwater360 is able to provide these at a cost to the owner of the EnviroPod unit, although these parts may also be obtained from other suppliers.

Please note: If the units are not cleaned regularly, the mobilisation of material collected in the EnviroPod unit may occur. As such, cleaning of the units in accordance with this management plan is required. As this plan is based on observations and data collected during the monitoring period, ongoing adjustment of the cleaning frequency is generally required to improve the overall efficiency in the removal of collected material and prevent material overflow.

Photo 24 Check joining rivets (two piece unit shown above)

3.5 Filter bag inspection and rejuvenation

After the filter bags have been emptied and cleaned, they should be inspected to evaluate their condition. Given the nature of stormwater, the filter bag may become considerably clogged with fine sediment or damaged by various objects in stormwater as well as fauna. Sharp material such as sticks, combined with high velocity water and a large mass in the filter bag, can cause small tears in the filter material. Animals such as rats have also been known to chew through fine mesh filter bags located in gully pits near takeaway food outlets.

3.5.1 Clogged filters

Clogged filter bags can be cleaned using several different methods. If the techniques described in the general maintenance sections above do not adequately clean the filter bags, the following options should be considered:

• Using a stiff brush and a bucket of soapy water, scrub the filter bag surface.

• Remove filter bags from the pit and wash the bags using a high pressure water spray, taking care not to transfer the contamination elsewhere. Wastewater from the process should be collected and disposed of correctly.

• Remove the filter bags from the pits and the support rings and wash the bags in an industrial washing machine.

This final option typically results in the bags appearing like new, with no visible stain or pore clogging within the filter mesh.


Photo 25 Slightly clogged filter bag, indicated by the brown stain on in the centre of the bag

3.5.2 Damaged filters

Damaged filter bags can often be repaired, provided the damage is small. Small tears in the fabric may occur due to several reasons, however the overall strength and structure of the nylon fabric typically prevents small tears becoming much larger. Although the bag is unlikely to tear further, care must be used when cleaning torn bags so as not to spill the collected material into the pit.

Small tears may be repaired by either sewing the tear back together with additional fabric to increase the strength of the stitching, or by sewing a patch of the filter material onto the filter bag. If large tears are present, the filter bag may need to be replaced as it is no longer able to function as intended.

Photo 26 A clean used filter bag

3.6 Disposal of material

All gully pit wastes are to be taken off site and disposed of at a transfer station or similar approved disposal site. Stormwater sediments can contain lead, copper, zinc, mercury, hydrocarbons and PCBs, which are harmful to both humans and the receiving environment. Appropriate sampling and laboratory analysis may be required to classify the material as suitable for reuse, or disposal under appropriate local guidelines.


Spills and blockages can have an immediate impact on the performance of a stormwater management system, and can potentially result in serious damage to built infrastructure as well as the surrounding waterways and wetlands.

In these types of emergencies, it is important to act quickly to remediate the problem by removing affected sediment or clearing the cause of the blockage, so that the system can resume normal and effective functioning as soon as possible.

4.1 Spill procedures

In the event of a spill discharging into any gully pit, all sediment is to be extracted and the filter bags are to be removed and replaced with rejuvenated filter bags. Normal operation procedures apply to additional cleaning as a result of spills.

4.2 Blockages

In the unlikely event of surface flooding around a gully pit fitted with an EnviroPod the following steps should be carried out:

1 Check EnviroPod overflow bypass. The EnviroPod filter has been designed with an overflow mechanism built into the filter box. If surface flooding still exists, check the overflow slots underneath the rubber seal. If debris is lodged in the overflow slots it can be easily cleared by hand or a steel rod.

2 If overflow is clear and surface flooding still exists remove EnviroPod and check outlet pipe for blockages.

3 Removal of the EnviroPod may be difficult if the filter is clogged and the EnviroPod is holding water. If the filter is clogged, brush the sidewalls of the filter with a yard broom or similar. This will dislodge particles trapped at the interface allowing contained water to flow through the filter.

4 If the outlet pipe is blocked, it is likely that a gully sucker truck will be required to unblock it. Debris should be removed from the EnviroPod with the gully sucker truck before removal of the EnviroPod filter. If a gully sucker truck is not available and the EnviroPod needs to be removed by hand, follow the steps below:

a Remove excess debris by hand or brush the side of the filter.

b Lift and place filter ring through the filter box and into cage.

c Remove Filter box.

d Lift cage containing filter bag and ring out of the pit.

e Unblock outlet pipe.

Emergency procedures


The Stormwater Management StormFilter®

For almost two decades the Stormwater Management StormFilter ® has helped meet the most stringent stormwater quality requirements.

The system has been continually tested and refined, to ensure it achieves maximum reliability and performance.

As a best management practice (BMP) system, it removes the most challenging target pollutants – including fine solids, soluble heavy metals, oils and total nutrients (including soluble) – by using a variety of media to achieve site-specific pollutant removal objectives.


1.1 Description

StormFilter is a passive, flow-through stormwater filtration system consisting of vaults that house rechargeable cartridges filled with a variety of filter media, and is installed in-line with storm drains. The StormFilter works by passing stormwater through media-filled cartridges, which trap particulates and adsorb materials such as dissolved metals and hydrocarbons. After being filtered through the media, the treated stormwater flows into a collection pipe or discharges into an open channel drainage way. StormFilter is offered in three different configurations: cast-in-place, precast and linear. The precast and linear models utilise pre-manufactured vaults. The cast-in-place units are customised for larger flows and may be either covered or uncovered underground units.

1.2 Operation

1.2.1 Purpose

The StormFilter is a passive stormwater filtration system designed to improve the quality of stormwater runoff from the urban environment before it enters receiving waterways.

Through independent third party studies, it has been demonstrated that the StormFilter is highly effective for treatment of first flush flows, and fast-paced flows, during the latter part of a storm. In general, StormFilter’s efficiency is highest when pollutant concentrations are highest. The primary target pollutants for removal are: sediments (TSS), soluble metals, soluble phosphorus, nitrates, and oil and grease.

1.2.2 Sizing

The StormFilter is typically sized to meet design water quality objectives, which are subject to legislation regulated by local government authorities and other relevant environmental bodies. MUSIC modelling software is used to determine pollutant loads from a site, influenced by a number of factors such as site area, imperviousness and land use. Pollutant load reduction capabilities, based on third party testing, allows the number of StormFilter cartridges required to achieve the relevant objectives to be established. Cartridges are designed to treat a peak flow between 0.7 and 1.6 litres/second, depending on the cartridge size used. For example, 10 standard sized cartridges (460mm) are able to treat 11 L/s, as each filter can treat 1.1 L/s.

Because of the highly porous nature of the granular filter media, the flow through a newly installed cartridge is restricted to 1 L/s (average 460mm), using a restrictor disc, to ensure adequate pollutant-media contact time.

Photo 27 Filter cartridge

StormFilter® overview


1.2.3 Basic function

The StormFilter is designed to siphon stormwater runoff through a filter cartridge containing media. The variety of media available can be designed to act as a mechanical filter to remove sediments, as an ion exchanger to remove dissolved heavy metals, and as an absorber to remove oils and greases.

1.2.4 Priming system function

The treated stormwater collects in the centre tube of the cartridge, which is equipped with a self-priming siphon system. (Figure 1 illustrates this system.) The key component of the system is the plastic float, consisting of a ball located at the base leading up to a larger portion, which provides increased buoyancy. Initially the ball rests in a seat, effectively closing off the port to the drainage manifold.

As a result, the filter fills the centre drainage tube until the water level has risen high enough to purge the air from the filter cartridges and displaces the float. At a water depth of 22 inches the float pulls loose and allows the filtered water to drain out through the manifold. This effectively “primes” a siphon within the drainage tube and greatly increases the potential across the filter. The priming system increases StormFilter’s ability to be loaded with sediment. A related feature is the cartridge “hood”. This hood maintains the siphon effect by preventing air from being drawn into the cartridge until the external water level drops below the bottom of the hood.

Cartridges are connected to the manifold with a plastic connector. These can be either quarter turn connectors or in the older systems, threaded connectors.

StormFilter is also equipped with flow spreaders that trap floating debris and surface films, even during overflow conditions. Depending on individual site characteristics, some systems are equipped with high and/or low flow bypasses. High flow bypasses are installed when the calculated peak storm event generates a flow that overcomes the overflow capacity of the system. This is especially important for precast systems. Low flow bypasses are sometimes installed to bypass continuous inflows caused by ground water seepage, which usually do not require treatment. All StormFilter units are designed with an overflow. The overflow operates when the inflow rate is greater than the infiltration capacity of the filter media.

1.2.5 Maintenance overview

The primary purpose of the StormFilter is to filter out and prevent pollutants from entering our waterways. Like any effective filtration system, these pollutants must be removed periodically to restore the StormFilter to its full efficiency and effectiveness. Maintenance requirements and frequency are dependent on the pollutant load characteristics of each site. To assist the owner with maintenance issues, Stormwater360 provides detailed Operation and Maintenance Guidelines with each unit.

Stormwater360 can provide maintenance services completely, or in part. Available services include tracking of installed systems, advising the system’s owner of maintenance needs, and notification of the regulatory agency once the system has been maintained.

Maintenance is usually performed in the dryer periods to rejuvenate the filter media and prepare the system for the next rainy period. Maintenance activities can also be required in the event of a chemical spill or excessive sediment loading due to site erosion or extreme storms. It is good practice to inspect the system after severe storm events.

AIR LOCK CAP WITH CHECK VALVE

FILTER MEDIA

CENTER TUBE

SCRUBBING REGULATOR

UNFILTERED WATER

UNDER-DRAINMANIFOLD

FILTERED WATER

LIFTING TAB

FLOAT VALVE

OUTER MESH

HOOD

UNFILTERED WATER

FILTERED WATER

VAULT FLOORUNDER-DRAIN MANIFOLDCAST INTO VAULT FLOOR

Figure 1 Filter cartridge


To ensure the optimal and ongoing performance of the StormFilter, the system requires systematic inspection, cleaning and maintenance. This maintenance regime falls into two categories – ongoing minor inspection and maintenance, and major cleaning and maintenance. The maintenance frequency is largely determined by the conditions of each site, and the amount of sedimentation in the stormwater runoff that flows through the system. Unexpected events such as chemical spills, erosion or extreme storm activity require immediate inspection of the system, together with removal of debris or contaminated sediment, and where appropriate, replacement of the media cartridges.

While some maintenance activities can be completed by hand, others require specialised equipment such as an inductor truck with a vacuum hose. In all cases, it is important that maintenance staff are properly trained in the functioning of the StormFilter system and have a good knowledge of the correct procedures for disposing contaminated sediment as well as the methods for removing and installing StormFilter media cartridges.

At all times, appropriate safety equipment must be used, and Occupational Health And Safety (OH&S) guidelines adhered to.

StormFilter® maintenance and performance expectations


2.1 Types of maintenance

Presently, procedures have been developed for two levels of maintenance:

• Inspection and/or minor maintenance

• Major maintenance.

Inspection/minor maintenance activities are combined since the minor maintenance does not require special equipment and typically little or no materials are in need of disposal.

Inspection/minor maintenance typically involves opening the flow restricting valves (to pre-set levels) and cleaning up vegetation and debris. Major maintenance typically includes cartridge recharging. Major maintenance may involve disposal of materials that require consideration of regulatory guidelines. Depending on the particular unit configuration and equipment used, major maintenance may require an understanding of OSHA rules. Table 1 summarises the primary activities associated with StormFilter maintenance.

Table 1: StormFilter

Facility component requiring maintenance

Maintenance activity When maintenance activity is required

Expected facility performance after maintaining

StormFilter cartridges and containment structure

Litter and debris removal

Floatable objects or other litter is present in the filter. Remove to avoid hindrance of filtration and eliminate unsightly debris and litter.

Permanent removal from storm system.

StormFilter cartridges and containment structure

Cartridge replacement and sediment removal

Media has been contaminated by high levels of pollutants, such as after a spill.

New media is able to effectively treat stormwater.

Drainage system piping Flushing with water Drainage system is obstructed by debris or sediment.

Outflow is not restricted.


2.2 Maintenance activities

2.2.1 Maintenance activity timing

Two scheduled inspections/maintenance activities should take place during the year. During the minor maintenance activities (routine inspection, debris removal), the type of major maintenance required is determined and, if required for disposal, samples of the sediments and media are obtained.

The next scheduled date is to perform major maintenance activities (replacement of the filter cartridges and associated sediment removal). In addition to the scheduled activities, it is important to check the condition of the filter after major storms to check for damage caused by high flows and to check for high sediment accumulation, which may be caused by localised erosion in the drainage area. It may be necessary to adjust maintenance activity scheduling depending on the actual operating conditions encountered by the system.

2.2.2 Maintenance activity frequency

The primary factor controlling timing of maintenance for the StormFilter is sedimentation. A properly functioning system will remove solids from water by trapping these particulates within the porous structure of the media. The flow through the system will naturally decrease as more and more solids are trapped. Eventually the flow through a system will be low enough to require replacement of the cartridges. Sediment should be removed from upstream trapping devices on an as-needed basis to prevent material from being re-suspended and discharged to the system.

Site conditions greatly influence maintenance requirements. StormFilter units located in areas with erosion or active construction should be inspected and maintained more often than those in fully established areas. The maintenance frequency may be adjusted as additional monitoring information becomes available during the inspection program. Areas that develop known problems should be inspected more frequently than areas that demonstrate no problems, particularly after large storms. Ultimately, inspection and maintenance activities should be scheduled based on the historic records and characteristics of an individual filter.

2.3 Maintenance crew requirements

Table 2 lists the anticipated crew requirements for maintenance operations. Removal of water and sediments during major maintenance activities can be accomplished using either a pump and water truck or a vacuum truck. All

applicable occupational health and safety (OH&S) and disposal regulations should be followed. A general description of the maintenance activities follows.

Table 2 Anticipated Crew Requirements

Inspection/Minor Maintenance

Major Maintenance: Sediment Removal

Major Maintenance: Cartridge Replacement

Labourer 1 1

Skilled Worker 1 1 1

Vacuum/Water Truck Operator 1 0/1

Total 2* 2* 2/3*

Special Requirements Knowledge of Proper StormFilter Function

Knowledge of Disposal Requirements

Knowledge of Cartridge Removal and Installation Procedures

* May require OH&S trained person if/when vault entry occurs.


2.4 Maintenance methods

2.4.1 Minor maintenance/inspection (twice a year)

Minor maintenance typically will involve the steps below, however if it appears that a spill of some type has occurred, the local hazard control agency and Stormwater360 should be notified immediately.

Steps for Minor Maintenance/Inspection

1 Maintenance to be performed by a skilled worker familiar with StormFilter units.

2 If applicable, set up safety equipment to protect pedestrians from fall hazards presented by open access covers. Also set up appropriate safety equipment for work near roadways.

3 Inspect the external condition of the unit and take notes concerning defects/problems.

4 Open the access covers to the vault and allow the system to air out for 5-10 minutes.

5 Without entering the vault, inspect the inside of the unit, including components.

6 Take notes about the external and internal condition. This includes inspecting pit penetrations, walls, lids, ladders and grates etc.

7 Give particular attention to recording the level of sediment build-up on the floor of the vault and on top of the internal components. If flow is occurring, note the level of water and estimate the flow rate per drainage pipe. Record all observations.

8 Remove large loose debris and litter using a pole with a grapple or net on the end.

9 Close and fasten the access cover, and remove safety equipment.

10 Finally, make notes about the local drainage area relative to ongoing construction, erosion problems, or high loadings of other materials to the system.

In the case of a spill, workers should abort maintenance activities until the proper guidance has been obtained.


2.4.2 Major maintenance inspection (once a year)

The primary goal of the major maintenance inspection is to assess the condition of the cartridges relative to the level of sediment loading. It may be desirable to conduct this inspection during a storm to observe the relative flow through the filter cartridges. If the submerged cartridges are severely plugged, large amounts of sediments should be present and very little flow will be discharging from the drainage pipes. It is likely that the cartridges need to be replaced. Major maintenance inspection will typically involve the steps below. However, if it appears that a spill of some type has occurred, the local hazard control agency and Stormwater360 should be notified immediately. In the case of a spill, the worker should abort maintenance activities until the proper guidance has been obtained.

Steps for Pre-Major Maintenance Inspection

1 Maintenance to be performed by a skilled worker familiar with StormFilter units.

2 If applicable, set up safety equipment to protect pedestrians from fall hazards presented by open doors. Also, set up appropriate safety equipment for work near roadways.


4 Open the access covers to the vault and allow the vault to air out for 5-10 minutes.

5 Without entering the vault, give the inside of the unit, including components, a general condition inspection.

6 Take notes about the external and internal condition.

7 Give particular attention to recording the level of sediment build-up on the floor of the vault, and on top of the internal components.

8 Remove large loose debris and litter using a pole with a grapple or net on the end.

9 If the visit is during a storm, make the flow observations discussed above.


11 Make notes about the local drainage area relative to ongoing construction, erosion problems, or high loading of other materials to the system.

12 Review the condition reports from the previous minor and major maintenance visits and schedule for cartridge replacement if needed.

2.4.3 Major maintenance: sediment removal and cartridge replacement (and emergency)

Major maintenance/filter cartridge replacement typically involves the steps below. However, if it appears that a spill of some type has occurred, the local hazard control agency and Stormwater360 should be notified immediately. In the case of a spill, the worker should abort maintenance activities until the proper guidance has been obtained.

Depending on the configuration of the particular system, a worker may be required to enter the vault to perform some tasks. If vault entry is required, OH&S rules for general confined space entry must be strictly adhered to. Filter cartridge replacement should occur during dry weather and it may be necessary to plug the filter inlet pipe if base flows exist. Standing water present in the vault should be regarded as polluted and contained during this operation by temporarily capping the manifold connectors.

Please note: Confined space entry may be required on StormFilter systems. In this case, please ensure that appropriate Confined Space entry training and subsequent certification has been undertaken and is valid, and work procedures are strictly adhered to. If you are unsure, do not enter the vault and contact Stormwater360 immediately.


Steps For Cartridge Replacement Maintenance

1 Depending on the particular unit, one or two utility workers and a hauling truck operator will deliver the replacement cartridges to the site. Information concerning how to obtain the replacement cartridges is available from Stormwater360.

2 If applicable, set up safety equipment to protect pedestrians from fall hazards presented by open doors. Also, set up appropriate safety equipment for work near roadways.


4 Open the doors to the vault and allow the system to air out for 5-10 minutes.

5 Without entering the vault, give the inside of the unit, including components, a general condition inspection.

6 Make notes about the external and internal condition.

7 Give particular attention to recording the level of sediment build-up on the floor of the vault and on top of the internal components.

8 Ensuring safe working procedures are met, off load the replacement cartridges (16-39kgs each) and set aside.

9 Remove the top cap (threaded), upper seal and float from the cartridge. Repeat procedure for every cartridge within StormFilter vault. Place items in a large plastic container to be lifted form the vault.

10 Using a cordless drill and 8mm hex head, remove the three screws located around the top perimeter of the cartridge hood. Place screws in the large plastic container and, once full or completed, remove plastic container from vault.

11 Move the vacuum truck near the StormFilter vault on the down-wind side. Be sure that the truck is not too close to the vault so that fumes will not enter the vault. Make sure that the last 500mm of the nozzle is approximately 100-125mm in outside diameter.

12 Feed vacuum nozzle into cartridge bay and start vacuum truck. Remove cartridge hood and place nozzle directly onto filter media. Completely remove media from each cartridge and repeat process for every cartridge in vault.

13 Once completed disconnect cartridges from vault floor and place hood back on cartridges

14 Using the appropriate lifting cap, attach the cable and remove the cartridge (up to 10kgs. each) from the vault. It is strictly prohibited to have personnel standing under suspended cartridges. Care must also be used to avoid damaging the cartridges during removal and installation. The cost of repairing components damaged during maintenance will be the responsibility of the owner unless Stormwater360 is performing maintenance activities and damage is not related to discharges to the system.

15 Set the used cartridge aside or load onto the hauling truck.

16 Repeat steps 14 to 15 until all cartridges have been removed.

17 Remove deposited sediment from the floor of the vault. This can be accomplished by using the vacuum truck

18 Once the sediments are removed, it is necessary to assess the condition of the vault, particularly the manifold and the connectors. These are short sections of 2-inch schedule 50 PVC, or threaded schedule 80 PVC that should protrude above the floor of the vault. If required, apply a light coating of FDA approved silicon grease to the outside of the exposed portion of the connectors. This ensures a watertight connection between the cartridge and the drainage pipe. Replace any damaged connectors.

19 Using the boom, crane, or tripod, lower and install the new cartridges (typically 30kg for standard 460 cartridges). Once again, take care not to damage connectors.


21 Make notes about the local drainage area relative to ongoing construction, erosion problems, or high loadings of other materials to the system.

22 Finally, dispose of the residual materials in accordance with applicable regulations. Make arrangements to return the used cartridges to Stormwater360.


2.4.4 Related maintenance activities (performed on an as-needed basis)

StormFilter units are often just one of many components in a more comprehensive stormwater drainage and treatment system. The entire system may include catch basins, detention vaults, sedimentation vaults and manholes, detention/retention ponds, swales, artificial wetlands, and other miscellaneous components. In order for maintenance of the StormFilter to be successful, it is imperative that all other

components be properly maintained. The maintenance/repair of upstream facilities should be carried out prior to StormFilter maintenance activities. In addition to considering upstream facilities, it is also important to correct any problems identified in the drainage area. Drainage area concerns may include: erosion problems, heavy oil and grease loading, and discharges of inappropriate materials.

2.5 Typical equipment required for maintenance activities

Typical equipment required for conducting maintenance is shown in Table 3. Some of the materials listed are suggestions rather than requirements. It should be noted that there is more than one way to accomplish some tasks. Owners

with available labour and equipment resources may desire to use alternative methods. However, it is advisable that guidance from Stormwater360 be obtained prior to using alternative techniques.

Table 3 Maintenance Equipment Requirements

Maintenance equipment required

Minor maintenance Pre-major maintenance inspection Major maintenance cartridge replacement

• Safety equipment*: First aid, cones, barricades, flagging, flares, tape, vests, hard hats

• Work clothes: Rubber boots, overalls, and gloves

• Door bolt, wrench, proprietary lifters (e.g. Gatic) and miscellaneous Tools

• Tape measure

• Flashlight

• Grapple or net pole

• Record keeping forms

• Litter/debris container



• Door bolt, wrench, proprietary lifters (e.g. Gatic) and miscellaneous Tools

• Tape measure

• Flashlight






• Door bolt, wrench, Pentasocket and miscellaneous Tools

• Tape measure

• Flashlight



• Vacuum truck

• Replacement cartridges

• Cartridge hauling truck

• Crane, tripod and hoist, or other lifting device (150kg minimum capacity)

• Shovels

• Extra 50mm PVC cartridge connectors

• Spare flow restrictor discs


• Vault inlet pipe plug

• Dolly

• PVC Pipe cutter

• Ladder

• Cartridge installation and removal sling

* Confined space equipment may be required for vault entry. This equipment must be used by personnel with the appropriate OH&S training. This equipment typically includes: Atmospheric testing devices, atmospheric purging and ventilating devices, and entry, exit, and rescue assisting devices.


2.6 Material Disposal

The accumulated sediment found in stormwater treatment and conveyance systems must be handled and disposed of in a manner that will not allow the material to affect surface or ground water. It is possible for sediments to contain measurable concentrations of heavy metals and organic chemicals (such as pesticides and petroleum products). Areas with the greatest potential for high pollutant loading include industrial areas and heavily travelled roads. Sediments and water must be disposed of in accordance with all applicable waste disposal regulations.

It is not appropriate to discharge these materials back to the stormwater drainage system. Part of arranging for maintenance to occur should include coordination of disposal of solids (landfill coordination) and liquids (municipal vacuum truck decant facility, local wastewater treatment plant, on-site treatment and discharge). Owners should contact the local public works department and inquire about how the department disposes of their street waste residuals. Stormwater360 will determine disposal methods or reuse of the media contained in the cartridges. If the material has been contaminated with any unusual substance, the cost of special handling and disposal will be the responsibility of the owner.

A U S T R A L I AStormwater360

Date: Location: GPS COORD:

System size: Type: Cast-in-place Precast Linear

Number of Cartridges: Type of Cartridge: 460mm 690mm 310mm

Filter Media: ZPG Perlite

Type of EnviroPods: Number of EnviroPods:

Personnel:

STORMFILTER SYSTEM OBSERVATIONS

Last service:

Sediment Depth on Vault Floor:

Structural Damage:

Cartridges submerged: Yes No How deep:

Comments:

ENVIROPOD SYSTEM OBSERVATIONS

Last service:

Amount of Sediment in Basket:

Structural Damage:

Comments:

DRAINAGE AREA REPORT

Excessive Oil and Grease Loading Yes No Source:

Sediment Accumulation on Pavement Yes No Source:

Erosion of Landscaped Areas Yes No Source:

Comments:

STORMFILTER CARTRIDGE MAINTENANCE ACTIVITIES

Remove Litter and Debris Yes No Details:

Sediment Removed from Vault Floor Yes No Details:

Quantity of Sediment Removed (estimate?):

Replace Cartridges Yes No Details:

Minor Structural Repairs Yes No Details:

Residuals (debris, sediment) Disposal Methods:

Notes/Problems:

ENVIROPOD MAINTENANCE ACTIVITIES

Number of Bags Replaced: Clogged EnviroPods/Bags: Yes No

Comments:

SFEP StormFilter & Enviropod Maintenance Data Sheet

A U S T R A L I AStormwater360

It may be desirable to conduct this inspection during a storm to observe the relative flow through the filter cartridges. If the sub-merged cartridges are severely plugged, large amounts of sediments should be present, very little flow will be discharging from the drainage pipes, and it is likely that the cartridges need to be replaced during major maintenance.

Date: Location: GPS COORD:

System size: Type: Cast-in-place Precast Linear

Number of Cartridges: Type of Cartridge: 460mm 690mm 310mm

Filter Media: ZPG Perlite

Type of EnviroPods: Number of EnviroPods:

Personnel Attending Inspection:

STORMFILTER SYSTEM OBSERVATIONS

Last service:

Sediment Depth on Vault Floor:

Structural Damage:

Cartridges submerged: Yes No How deep:

Comments:

ENVIROPOD SYSTEM OBSERVATIONS

Last service:

Amount of Sediment in Basket:

Structural Damage:

Comments:

DRAINAGE AREA REPORT

Excessive Oil and Grease Loading Yes No Source:

Sediment Accumulation on Pavement Yes No Source:

Erosion of Landscaped Areas Yes No Source:

Comments:

SFEP Treatment Train Inspection Data Sheet

Next stepsLearn more

For more detailed technical information about Stormwater360 products and solutions, visit www.stormwater360.com.au

Connect with us

With more than 12 years experience in developing, installing and maintaining innovative and efficient site-specific stormwater management solutions, Stormwater360’s highly qualified engineers and consultants can assist you with every aspect of your stormwater project.

Whether it’s an initial in-house technical presentation, a request to inspect and clean your existing facility, or assistance with designing a specific stormwater management solution for your site, simply complete the enquiry form at stormwater360.com.au or call 1300 354 722 to speak to a Stormwater360 consultant.

Start a project

If you are ready to begin a project, our engineering team will provide you with everything you need, from a free preliminary design to MUSIC modelling, CAD drawings to maintenance frequency and associated costs schedules. To find out more, simply visit www.stormwater360.com.au/custom-solutions and complete the Design Information Request form.

©2013 Stormwater360 Australia

Nothing in this catalogue should be construed as an expressed warranty or an implied warranty of merchantability or fitness for any particular purpose.

See the Stormwater360 Australia standard quotation or acknowledgement for applicable warranties and other terms and conditions of sale.

The product(s) described may be protected by one or more of the following US, Australian and New Zealand patents: 5,322,629; 5,624,576; 5,707,527; 5,759,415;

5,788,848; 5,985,157; 6,027,639; 6,350,374; 6,406,218; 6,641,720; 6,511,595; 6,649,048; 6,991,114; 6,998,038; 7,186,058; 705,778; 711,957; 326,257; 332,517;

780521; 336761; 299114 or other patents pending.

Stormwater Management StormFilter is a licensed trademark of Stormwater360 Australia.

Stormwater360 supplies and maintains a complete range of filtration, hydrodynamic separation, screening and oil/water separation technologies.

Call 1300 354 722

www.stormwater360.com.au


F (07) 310 340 29



ABN 68 139 107 467 Suite 31007,




Figures

Erosion & Sediment Control Plan 2758-SK1

Erosion & Sediment Control Details 2758-SK2

Existing Site Stormwater Catchment Plan 2758-SK3

Developed Site Stormwater Catchment Plan 2758-SK4

Proposed Stormwater Treatment Train 2758-SK5

Ex 1200 dia Pipe Catchment Plan 2758-SK6

HO

EY

S

TR

EE

T

6

RP899338

1

RP720539

RP721824

4

RP721824

1

RP722155

1

RP744510

2

RP744510

1

RP899338

5

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

SW

SW

SW

SW

SW

SWSW

C.P.ENG, R.P.E.Q. 10733, N.P.E.R. 3317530


DATE

DESIGN

DRAWN

CHECKED

PROJECT No.

SHEET OF SHEETS

Copyright reserved.








C

REVISION


RICARDO RAMIREZ

DWG No.

2758 SK1 P1

SUAREZ DESIGN

LOT 6 RP899338

4-10 HOEY STREET

SARINA, QLD 4737

04/16

GBL

GBL

RAR ----1


. . .

. . .

. . .ORIGINAL SIZE

A1

SHAKE DOWN AREA

1:250@A1

(IN METRES)

GRAPHIC SCALE

10 0 10 205 15

PROPOSED EROSION AND SEDIMENT

CONTROL PLAN

LEGEND

PROP SEDIMENT FENCE

PROP SHAKEDOWN AREA

DRAINAGE STRUCTURE

PROTECTION

DSP

DSP DSP

DSP

DSP

DSP

DSP

DSP

DSP

DSP

DSP

DSP

DSP

DSP

DSP

DSP

Ex SW CULVERT

DSP

Ex 1200Ø RCP

SW PIPE

C.P.ENG, R.P.E.Q. 10733, N.P.E.R. 3317530


DATE

DESIGN

DRAWN

CHECKED

PROJECT No.

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C

REVISION


RICARDO RAMIREZ

DWG No.

2758 SK2 P1

SUAREZ DESIGN

LOT 6 RP899338

4-10 HOEY STREET

SARINA, QLD 4737

04/16

GBL

GBL

RAR ----2


. . .

. . .

. . .ORIGINAL SIZE

A1

PROPOSED EROSION AND SEDIMENT

CONTROL NOTES & DETAILS

FILTER FABRIC

SCALE 1:100

SEDIMENT FENCE DETAILS

WIRE MESH

TOE TRENCH

EARTH BACKFILL

FILTER FABRIC

WIRE MESH

-

2

-

SECTION 2

STAR PICKETS AT MAX.2.0M CRS.

WIRE CLOTH TO

EACH STAKE

CLIP FILTER CLOTH TO WIRE

SUPPORT AT 600 CRS.

50 X 50 H.W. TIMBER STAKES OR

DRIVEN FIRMLY INTO GROUND.

SUPPORT MIN. 100mm

LAP FILTER CLOTH OVER

DIRECTION OF FLOW

20

0m

m7

00

mm

ROCK SHAKE DOWN AREA DETAIL

SCALE N.T.S.

GEOTEXTILE

EXISTING

ROADWAY

MIN. WIDTH

3.0m

M

IN

. L

E

N

G

T

H

1

5

.0

m

15

0m

m

50 - 75mm

CRUSHED ROCK

KERB

RUNOFF FROM PAD

DIRECTED TO

SEDIMENT TRAP

EXCAVATION

SEAL PIPE WITH 10mm GRAVEL

FILLED HESSIAN BAGS PACKED

TO HALF HEIGHT OF PIPE.

REMOVE PRIOR TO STRUCTURE

CONSTRUCTION.

EXCAVATION AND PIPE INSTALLATION

DIVERT RUNOFF AROUND EXCAVATION

WHERE PRACTICAL.

1:100

ACCESS CHAMBER

1:50

APPROVED TEMPORARY COVER

NOT PERMITTING INFLOW.

A24 GEOFABRIC OR APPROVED

EQUIVALENT. SEAL BETWEEN

TOP SLAB OPENING AND

TEMPORARY COVER.

10mm GRAVEL FILLED HESSIAN

BAGS PACKED TIGHTLY AROUND

PROVIDE APPROVED GRATED COVER

WITH MAXIMUM OPENING OF 100 x 100

(OFFCUT REINFORCEMENT MESH OR

APPROVED EQUIVALENT)

ACCESS/INLET OPENING.

INLET STRUCTURE

1:50

10mm GRAVEL FILLED HESSIAN

BAGS PACKED TIGHTLY AROUND

FIELD INLET.

INLET STRUCTURE

1:50

FIELD INLET

(STRUCTURE COMPLETE UP TO TOP SLAB) (STRUCTURE COMPLETE)

HO

EY

S

TR

EE

T

6

RP899338

1

RP720539

1

RP719826

1

RP722155

1

RP744510

RP744510

RP899338

RP904345

RP904346

PRE-DEVELOPED

CATCHMENT TABLE

AREA m

2

FI

BUILDING 1718 1.00

PAVEMENT 960 1.00

LANDSCAPE 6210 0.00

TOTAL SITE 8888 0.30

C.P.ENG, R.P.E.Q. 10733, N.P.E.R. 3317530


DATE

DESIGN

DRAWN

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PROJECT No.

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C

REVISION


RICARDO RAMIREZ

DWG No.

2758 SK3 P1

SUAREZ DESIGN

LOT 6 RP899338

4-10 HOEY STREET

SARINA, QLD 4737

04/16

GBL

GBL

RAR ----3


. . .

. . .

. . .ORIGINAL SIZE

A1

EXISTING SITE STORMWATER

CATCHMENT PLAN

(IN METRES)

GRAPHIC SCALE

1:200@A1

4 0 4 128 16 20

HO

EY

S

TR

EE

T

6

RP899338

1

RP720539

1

RP719826

1

RP722155

1

RP744510

RP744510

RP899338

RP904345

RP904346

SW

SW

SW SW SW SW SW SW

SW


SW

SW

SW

SW

SW

SW

SW SW SW SW SW SW

MA

IL

BO

XE

S

SW

SW

SW

SW

SW

SW

SW

SW

SW

SWSW

POST-DEVELOPED

CATCHMENT TABLE

AREA m

2

FI

BUILDING 2533 1.00

PAVEMENT 2238 1.00

LANDSCAPE 4117 0.00

TOTAL SITE 8888 0.54

C.P.ENG, R.P.E.Q. 10733, N.P.E.R. 3317530


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DRAWN

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C

REVISION


RICARDO RAMIREZ

DWG No.

2758 SK4 P1

SUAREZ DESIGN

LOT 6 RP899338

4-10 HOEY STREET

SARINA, QLD 4737

04/16

GBL

GBL

RAR ----4


. . .

. . .

. . .ORIGINAL SIZE

A1

DEVELOPED SITE STORMWATER

CATCHMENT PLAN

(IN METRES)

GRAPHIC SCALE

1:200@A1

4 0 4 128 16 20

HO

EY

S

TR

EE

T

6

RP899338

1

RP720539

1

RP719826

1

RP722155

1

RP744510

RP904345

SW

SW

SW SW SW SW SW SW

SW


SW

SW

SW

SW

SW

SW

SW SW SW SW SW SW

MA

IL

BO

XE

S

SW

SW

SW

SW

SW

SW

SW

SW

SW

SWSW

C.P.ENG, R.P.E.Q. 10733, N.P.E.R. 3317530


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DRAWN

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C

REVISION


RICARDO RAMIREZ

DWG No.

2758 SK5 P1

SUAREZ DESIGN

LOT 6 RP899338

4-10 HOEY STREET

SARINA, QLD 4737

04/16

GBL

GBL

RAR ----5


. . .

. . .

. . .ORIGINAL SIZE

A1

PROPOSED STORMWATER

TREATMENT TRAIN

(IN METRES)

GRAPHIC SCALE

1:200@A1

4 0 4 128 16 20

Ex 1200Ø RCP SW PIPE

REFER TO DWG ?? FOR

LONGSECTION AND

CAPACITY CHECK

GRATED PIT OVER CHAMBER

FILTER CHAMBER TO HOUSE

6x STORM360 ZPG STORMFILTERS

(460 HIGH). CHAMBER TO BE SIZED

BY THE MANUFACTURER

600x600 PITS WITH

STORM 360 ENVIROPOD 200

IN EACH

PROPOSED MIN 3KL

RAINWATER TANKS

1 PER UNIT

NOTES

1. 100% OF ROOFWATER IS TO BE COLLECTED BY

MIN 3KL RAINWATER TANKS.

2. OVERFLOW FROM RAINWATER TANK TO

DISCHARGE TO THE PIPED SYSTEM.

3. ALL PAVEMENT AND LANDSCAPING IS TO BE

GRADED TO ENSURE RUNOFF IS DIRECTED TO

THE INLET PITS.

4. EXISTING MANHOLE NUMBERS B1 & B2 ARE

TAKEN FROM ULLMAN & NOLAN PLAN

REFERENCE 6697/8098 - Sa.A.10/Sa1042.

5. THE EXISTING PIPED SYSTEM IS TO BE

ABANDONED AND REMOVED.

6. IT IS ASSUMED THAT TEH EXISTING DWELLINGS

HAVE A RAINWATER TANK FOR EACH, THIS HAS

BEEN TAKEN INTO ACCOUNT IN THE

CALCULATIONS

EXISTING OPEN DRAIN TO BE PIPED THROUGH SITE

SIZE AND LOCATION OF THE PIPE IS TO BE DETERMINED

THROUGH THE CIVIL WORKS DESIGN DOCUMENTATION

Ex MH B3

SL 17.27

IL 14.77

LEGAL POINT OF DISCHARGE

Ex MH B2

SL 17.16

IL 14.86

INTERNAL DRAINAGE

SYSTEM TO AS3500

OUTLET PIPE

GBL

Rectangle

0

.0

0

0

.

0

0

0

.

0

0

0

.

0

0

0

.

0

0

0

.

0

0

C.P.ENG, R.P.E.Q. 10733, N.P.E.R. 3317530


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C

REVISION


RICARDO RAMIREZ

DWG No.

2758 SK6 P1

SUAREZ DESIGN

LOT 6 RP899338

4-10 HOEY STREET

SARINA, QLD 4737

04/16

GBL

GBL

RAR ----6


. . .

. . .

. . .ORIGINAL SIZE

A1

Ex 1200Ø PIPE CATCHMENT PLAN

(IN METRES)

GRAPHIC SCALE

1:200@A1

4 0 4 128 16 20

1200Ø PIPE CATCHMENT AREA

TOTAL 17.660 Ha

RUNOFF DIVERTED DUE

TO EXISTING RAIL LINE

RUNOFF DIVERTED DUE

TO EXISTING ROAD &

RAIL LINE

RUNOFF DIVERTED DUE

TO EXISTING ROAD

1

TECHNICAL MEMORANDUM To: Ronald Suarez

From: Joshua May, David Colledge

CC: Ricardo Ramirez, Andy Lees

Date: 10 March, 2016

Re: 4 to 10 Hoey Street, Sarina QLD - Water and Sewer Network Capacity Assessment

INTRODUCTION

Mackay Regional Council (MRC) issued an Information Request (IR), dated 9 November 2015, for a

Material Change of Use (MCU) application for the proposed development at 4 to 10 Hoey Street,

Sarina QLD. The development will comprise of removing 8 existing aged care units and constructing

an additional 24 aged care units. Please refer to Attachment 1 for site layout plan.

A component of MRC’s IR included the following:

“2. Water & Sewerage

a. Calculate the sewer and water demands generated for the proposed development and for the

ultimate development.

b. Determine if the existing water and sewer infrastructure will have capacity for the proposed &

ultimate developments.

c. Provide details of any firefighting requirements associated with the proposed & ultimate

developments.”

On behalf of Suarez Drafting and Design Pty Ltd, this memo has been prepared to address Item 2 of

the IR issued by MRC.

DEMAND ASSESSMENT

A demand assessment of the site was undertaken to determine the approximate water and sewage

volumes attributed to the proposed development. The associated demands were calculated using

MRC’s adopted Equivalent Persons (EP) unit rates and standard Average Day Demands (ADD) for water

and sewage (300 L/EP/day and 230 L/EP/day respectively).

Please refer below for the demand estimations of the development.

Table 1. Estimated water and sewage demands for the development

Site Land Use and Density Demand

Rate EP

Water

ADD

(kL/day)

Sewage

ADWF

(kL/day)

Sewage

PWWF

(kL/d)

8 x 1 bedroom unit to be demolished 1.25 EP/Unit -10.0 -3.0 -2.3 -11.5

24 x 1 bedroom unit to be constructed 1.25 EP/Unit 30.0 9.0 6.9 34.5

TOTAL 20.0 6.0 4.6 23.0

Note: ADD is “Average Day Demand”, ADWF is “Average Dry Weather Flow” and PWWF is “Peak Wet Weather Flow”

2

PROPOSED CONNECTION POINTS

The site connection points will potentially be located on the existing water and sewer mains along

Brewers Road. Please refer Attachment 2 for further details.

FIREFIGHTING REQUIREMENT

As per MRC’s service standards, the following firefighting requirements are to be achieved.

15 L/s at 2/3 peak hour; and

12 m residual pressure, at Council hydrants.

INFORMATION REQUEST

On behalf of Suarez Drafting and Design Pty Ltd, H2One Pty Ltd requested MRC to undertake a water

and sewer network capacity assessment, using the information provided in this memorandum, and

submitting the outcome to the undersigned below.

CONCLUSION

To address Mackay Regional Council’s (MRC) Information Request (IR) dated 9 November 2015, the

details within this technical memorandum were issued to MRC. Based on the calculated demands of

the proposed development, MRC completed a hydraulic analysis to confirm the capacity of the existing

infrastructure to service the Material Change of Use (MCU) for the proposed development site.

Analysis showed that based on the estimated site demand of 20 Equivalent Persons (EP), the proposed

development can be serviced from the existing network whilst meeting the required MRC Desired

Standards of Service for water and sewer. Water and sewer infrastructure upgrades are therefore not

required.

Please refer Attachment 3 for MRC correspondence.

Yours Sincerely,

Joshua May Senior Water and Sewer Network Engineer H2One Pty Ltd E [email protected] P 0423 264 390 W h2one.com.au

3

Attachment 1 – Development Layout Plan

01

MACKAY COUNCIL

DA SUBMISSION

14-0

60AT:FOR:


COPYRIGHT:THIS DESIGN AND THE ASSOCIATEDDOCUMENTS AND INFORMATION ARESUBJECT TO COPYRIGHT LAWS AND MUSTNOT BE USED, REPRODUCED OR COPIEDWHOLLY OR IN PART WITH OUT WRITTENCONSENT FROM THE AUTHOR


LGA :

ISSUE DESCRIPTION :

SCALE :

SHEET :

REF

EREN

CE:

ISSUE :

WONGABEENALOT 6,NO.4-10BREWERS RD.& HOEY ST. SARINA



Roleky Pty. Ltd.

DATE:3/09/2015RP 899338/6

0 5 10 15 20 25 30

6,89

9

6,28

96000

3000

5,090

10,090

3,998

6,493

6,179

6,065

12,128

PROPOSED EXCERCISEPATH 1500MM WIDE

PROPOSED EXCERCISEPATH 1500MM WIDE

PROPOSED ADDITIONALLAND PARCEL FORPURCHASE

INDUSTRIAL BINSFOR COLLECTION

ALUMINIUM SLATS 1800 HIGHFOR SCREENING


STORMWATER LINE TOBE DIRECTED TO PITS ANDTO BE CONNECTED TO LEGAL POINTAT KERB

APROX LOCATIONOF EXISTING HALL

EXISTING UNIT 21EXISTING UNIT 22

EXISTING UNIT 23

EXISTING UNIT 24

EXISTING U

NIT 25

EXIS

TIN

G U

NIT

26

COMMUNALOPEN SPACE

3MET

ER L

AND

SCAP

ED B

UFF

ER A

LON

G R

OAD

FR

ON

TAG

E

COMMUNAL OPEN SPACE

COMMUNALOPEN SPACE

WALKIN

G PATH

WAL

KIN

G P

ATH

COMMUNAL OPEN SPACE

AMOUNT OF NEW UNITS PROPOSED: 24

AMOUNT OF UNITS EXISTING: 10

EXISTING HALL: 1

VISITORS PARKING (6mx3m): 9

PRIVATE ALLOCATED UNIT PARKING: 28

HO

EY S

TREE

T

SITE AREA: 9.524.83M2

area on existing buildings are approximate only

area on existing buildings are approximate only

COMMUNAL OPEN SPACE

GROUND FLOOR:PATIO:

UNIT DESIGN AREAS:56.99

3.44

76.93m2TOTAL:

MAXIMUM HEIGHT OF BUILDINGS : 4.5M

ENTRY ANDEXIT

UNIT 1

UNIT 2

UNIT 3

UNIT 4

UNIT 5

UNIT 6

UNIT 7

UNIT 8 UNIT 9

UNIT 10

UNIT 34

UNIT 33

UNIT 32

UNIT 31

UNIT 27

UNIT 28

UNIT 29

UNIT 30

MAI

LBO

XES

PRIVATE EXISTING CARPORT PARKING UNITS 21-26: 6

CARPORT 16.50

2574.76m2

COMMUNAL OPEN SPACE

EXISTING UNIT 19/20

COMMUNAL OPEN SPACE

BREWERS ROAD

COVERED REFUSE AREA

TRUCK ACCESS

INDUSTRIAL BIN

GARDEN BUFFERTO MAIN ROAD

BUILDING SETBACK

UNIT 11

UNIT 12

UNIT 14

UNIT 15

UNIT 16

UNIT 17

PIT

PIT

PIT

PIT

PIT

PIT

PIT

PIT

PIT

WATER TANK

WATER TANK

WATER TANK

WATER TANK

WATER TANK

WATER TANK

WATER TANK

WATER TANK

WATER TANK

WATER TANK

WATER TANK

WATER TANK

SEWER

SEWER

NOTE : SEWER LOCATION WILLREQUIRE SITE CHECKPRIOR TOCONSTRUCTION

MACKAY CITY COUNCIL LEVEL DATUMS - 15/08/20071 MCC Sewerage Datum = Standard Port Datum (Mackay)2 State Datum = Subtract 3.124 metres from MCC Sewerage Datum3 AHD (Australian Height Datum) = Subtract 2.941 metres from MCC Sewerage Datum4 North Mackay Sewerage Datum = Approximate AHD DatumNotes:· Levels shown on plans are Design levels only, unless clearly marked As Constructed. ·Australian Height Datum is now the Mackay City Council standard Level Datum.· Clients who use Mackay City Council plans need to be aware that the AHD Level Networkof Permanent / Bench Marks is being continually upgraded/adjusted and therefore AHD levels may vary with time.· Level values for these Bench Marks can be obtained from the Dept. of Natural Resources andWater and should be used to confirm plan values. · The level values for these marks also havean order of accuracy listed. · Older Mackay City Council plans in feet/inches will need to beconverted to metric (Feet multiplied by 0.3048 = metres).

EXISTING UNIT 17/18

WALKING PATH

WALKING PATH

WAL

KIN

G P

ATH

WALKING PATH

WALKING PATH

WALKING PATH

1:500 ON A3

This is a Mackay Regional Council digitally signed document

RECEIVED:

DEVELOPMENT SERVICES

19 Oct, 2015

Provide New StubTo Service Site.

Remove ExistingManhole.

Remove orDecommissionExisting Sewer Main.

SK1

MH No. 3_1-4_1

MH No. 3_1_4

MH No. 3_1_4A

4

Attachment 2 – Proposed Connection Points

Figure 1. Proposed Water Connection Location

Figure 2. Proposed Sewer Connection Location

5

Attachment 3 – Mackay Regional Council Correspondance

From: Ramesh Dhaka <[email protected]>

Sent: Tuesday, 1 March 2016 10:20 AM

To: David Colledge

Cc: Joshua May; Mark Ware

Subject: RE: ADH-375 RE: 4-10 Hoey St, Sarina QLD - Water and Sewer Modelling Information

Request

Hi David,

Attached plans shows the connection locations for water and sewer for the proposed development. I can

confirm that based on the development demand of 20EP the proposed development can be serviced from

the existing network whilst meeting the required MRC DSS for water and sewer.

Regards,

Ramesh Dhaka | Consultant | Water Services - Planning & Sustainability | Mackay

Regional Council

Phone: 07 4961 9005 | Fax: 07 4944 2432

| [email protected] | mackay.qld.gov.au

From: Mark Ware <[email protected]> Sent: Wednesday, 24 February 2016 9:47 AM To: David Colledge Cc: Ramesh Dhaka; Linda Pearson Subject: FW: ADH-375 RE: 4-10 Hoey St, Sarina QLD - Water and Sewer Modelling Information Request Hi David, Please find below the response from Councils Hydraulic Engineer Mr Ramesh Dhaka. The water and sewer network model was assessed for capacity using your supplied information and was found to have sufficient capacity to support the proposed development for sewer and domestic water supply. As stated in previous correspondence Council requires a pressure and flow test of the water main to demonstrate the capacity of the water main to satisfy fire safety requirements. Please find attached a copy of previous correspondence. Kind Regards, Mark Ware

Mark Ware | Planning and Development Officer | Planning and Sustainability | Mackay Regional Council Phone: 07 4961 9103 | Fax: 07 4944 2409 | [email protected] | mackay.qld.gov.au

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