SITE BASED STORMWATER MANAGEMENT PLAN

BORNHORST + WARD CONSULTING ENGINEERS

SITE BASED STORMWATER MANAGEMENT PLAN

FOR THE PROPOSED

MULTI-TOWER RESIDENTIAL DEVELOPMENT

LOCATED ON THE CORNER OF

HIGH STREET AND SHERWOOD ROAD, TOOWONG

PREPARED FOR

STOCKLAND DEVELOPMENT PTY LTD

OCTOBER 2016

Received

BCC DA

20/10/2016

Stormwater drainage quantity sections are not part of thisapproved document. Stormwater quantity components are to begenerally in accordance with the approved concept Site ServicesPlan drawing SK-0001 Rev A (amended in red 03/11/2017). Finaldetails are to be finalised at the detailed design stage.

AMENDED IN RED03/11/2017

PLANS AND DOCUMENTSreferred to in the APPROVAL

Dated: 15/12/2017

PLANS AND DOCUMENTSreferred to in the

NEGOTIATED DECISIONDated: 16/3/2018

Bornhorst + Ward Pty Ltd

Level 4, 67 Astor Terrace, Spring Hill, Qld 4000

Ph. (07) 3013 4699 / [email protected]

A.B.N. 78 010 151 354

BORNHORST + WARD | HIGH STREET AND SHERWOOD ROAD, TOOWONG

Bornhorst & Ward Project No. 15321

If you have any queries regarding this report please contact Tiffany Hart.

Revision Date Description Author Rev. App.

C October 2016 Updated Architectural layout TH NR NR

B September 2016 Issued to client for council submission TH NR NR

A July 2016 Issued as Draft TH NR NR

COPYRIGHT: This document is and shall remain the property of Bornhorst & Ward Pty Ltd and shall not be copied in whole or part. Unauthorised use of

this document in any form is prohibited.

File Name: J:\2015\15321\07_REPORTS\DESIGNREPORTS\Stormwater Managment\RPT_SWMP.docx




A.B.N. 78 010 151 354


CONTENTS

1. INTRODUCTION ......................................................................................................................................................1

2. EXISTING AND PROPOSED SITE CHARACTERISTICS .................................................................................................1

2.1 LOCATION ..........................................................................................................................................................1

2.2 EXISTING LANDUSE .............................................................................................................................................2

2.3 TOPOGRAPHY AND SITE DRAINAGE....................................................................................................................2

2.3.1 Existing Flooding Conditions ..............................................................................................................................2

3. DEVELOPMENT PROPOSAL .....................................................................................................................................3

3.1 PROPOSED DEVELOPMENT .................................................................................................................................3

3.2 PROPOSED STORMWATER DRAINAGE ................................................................................................................3

4. STORMWATER QUANTITY ......................................................................................................................................4

4.1 PEAK FLOW CALCULATIONS ................................................................................................................................4

4.1.1 Rainfall Data .......................................................................................................................................................4

4.1.2 Peak Flow Discharge ..........................................................................................................................................4

5. STORMWATER QUALITY .........................................................................................................................................5

5.1 POLLUTANTS OF CONCERN .................................................................................................................................6

5.2 MODELLING/ASSESSMENT APPROACH ...............................................................................................................6

5.2.1 Meteorological Data ..........................................................................................................................................6

5.2.2 Source Nodes .....................................................................................................................................................6

5.2.3 Treatment Nodes ...............................................................................................................................................6

5.2.4 Proposed Treatment Train .................................................................................................................................7

5.3 RESULTS .............................................................................................................................................................7

6. BRISBANE CITY COUNCIL CODES .............................................................................................................................8

7. SUMMARY .............................................................................................................................................................8





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LIST OF FIGURES

Figure 1: Locality Plan ............................................................................................................................................................1

Figure 2: Proposed Treatment Train ......................................................................................................................................7

LIST OF TABLES

Table 1: Pre and Post Development Peak Stormwater Discharge .........................................................................................5

Table 2: South East Queensland Water Quality Objectives ...................................................................................................6

Table 3: Selected Stormwater Quality Treatment Devices ....................................................................................................7

Table 4: Pollutant Removal Rates Discharge .........................................................................................................................7

APPENDICES

Appendix A Architectural Drawings

Appendix B Engineering Drawings

Appendix C Existing Stormwater and Contour Information

Appendix D Rational Method Calculations

Appendix E Stormwater Treatment Information

Appendix F Brisbane City Council Codes

Stormwater drainage quantity sections are not part of this

approved document. Stormwater quantity components are to begenerally in accordance with the approved concept Site ServicesPlan drawing SK-0001 Rev A (amended in red 03/11/2017). Finaldetails are to be finalised at the detailed design stage.





A.B.N. 78 010 151 354

Page 1

1. INTRODUCTION

A multi-tower residential development is proposed on the corner of High Street and Sherwood Road in Toowong.

The proposed development layout is shown on the development plans in Appendix A. The proposal consists of

constructing three multi-storey residential towers which will include retail tenancies and basement levels.

This document reports on the stormwater quantity and quality management required for the site. The

engineering requirements for this proposal shall be in accordance with Engineering Best Management Practices,

Brisbane City Plan 2014 and the Queensland Urban Drainage Manual (QUDM 2013).

This report outlines the preliminary design methodology and calculations in support of a Development

Application and should be read in conjunction with other documents issued by the consultant team.

2. EXISTING AND PROPOSED SITE CHARACTERISTICS

2.1 LOCATION

The development area is located on the corner of High Street and Sherwood Road in Toowong. It is bound by

Sherwood Road to the north, High Street to the east and private property to the south and west. See Figure 1

for more details.

Street Address: 26 and 30 Sherwood Road (Lot 35 & 36 RP18712)

23 High Street (Lot 1 RP51183)



33A High Street (Lot 1 RP18743)

33 and 37 High Street (Lot 1 & 2 RP68650)


49 and 51 High Street (Lot 30 & 29 RP18712)

74 Jephson Street (Lot 1 RP18746)

Figure 1: Locality Plan





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Page 2

2.2 EXISTING LANDUSE

The development area comprises of 12 lots and has a total area of 8980m2. A mix of commercial uses currently

occupies these lots including a grocery store, cafes and small retail tenancies. The development area is almost

completely impervious with the majority of the site consisting of roof and carpark area. See Figure 1 for more

details. It is important to note that there is an easement that traverses east to west through the centre of the

development area within the existing 47 High Street. This easement burdening the lot is believed to be in favour

of Queensland Urban Utilities (QUU).

2.3 TOPOGRAPHY AND SITE DRAINAGE

Under existing conditions, the site falls at an approximate average grade of 4.8% from the high point at

approximately RL 16.5m AHD at the southern-most part of the development area, to the low point at

approximately RL 10.5m AHD toward the northern end of the development area. Roof water from the site is

currently discharged to the kerb and channel within both Sherwood Road and High Street via a series of kerb

adaptors. Roof water is then captured within the gully pits on the corner of Sherwood Road and High Street.

Brisbane City Council Plans also suggest a current stormwater connection to the development area from the

750mm diameter stormwater infrastructure on the corner of High Street and Sherwood Road. The extent of the

site this connection services is unknown.

Site inspection revealed that the carpark areas within the developable area are currently serviced by an internal

drainage system connected to the stormwater manhole fronting the site on Sherwood Road. The inspection

indicated that the drainage system servicing the carpark most likely also services the adjacent building on 88

Jephson Street. Remaining runoff from carpark areas is discharged into Sherwood Road via overland flow.

Brisbane City Council contours suggest the development has an external catchment. Given the high amount of

roof area and the presence of roof water drainage within the neighbouring lots, the external catchment is limited

to 88 Jephson Street. As previously mentioned, it is believed roof water from 88 Jephson Street discharges to

the internal stormwater drainage system within the developable area. See the survey plan in Appendix C for

more information.

Existing Stormwater Plans for the area indicate that there is a sag in Sherwood Road fronting the site. A large

sag lintel as well as stormwater pits have been constructed to assist in capturing the major storm (Q50 event)

from this area. Stormwater captured within this structure as well as infrastructure servicing the immediate

catchment (including the site) is ultimately discharged to a 1000mmx20000mm culvert on the opposite site of

Sherwood Road, which traverses north under the Toowong shopping centre. Drawing 44 in Appendix C reveals

that downstream infrastructure is designed to cater for the Q50 event of the upstream catchment (catchment

C). As such this system is currently capable of conveying the Q50 storm event from the development site.

2.3.1 Existing Flooding Conditions

Brisbane City Council Floodwise Reports have been obtained for the development site. These reports indicate

that no flood levels or flags for building or development purposes exist for the development site. Brisbane City

Council’s interactive mapping system confirms that the development site is not affected by Brisbane River,

creek/waterway or overland flow flooding. As a result of this, it is expected that the site is at a low risk of flood

inundation. Floodwise property reports are available in Appendix C for review.





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Page 3

3. DEVELOPMENT PROPOSAL

3.1 PROPOSED DEVELOPMENT

The proposal is for three multi-storey towers developed over a single lot. The development will include

approximately 530 apartments, some retail tenancies and basement car parking. Development will be

completed in three stages with a total development area of 8980m2. See Appendix A for more details.

3.2 PROPOSED STORMWATER DRAINAGE

Post development, all stormwater connections currently servicing the site will be made redundant and removed.

It is proposed to construct a new stormwater line within Sherwood Road to facilitate the stormwater treatment

device and stormwater diversion (see the Site Services Plan in Appendix B). This line will be constructed from

the existing stormwater chamber on the opposite side of Sherwood Road with downstream infrastructure

designed to convey the Q50 event from the upstream catchment. Therefore roof and allotment drainage for the

site is to be level IV drainage capable of conveying the 2% AEP (50yr) storm event with no surcharge structures

required. This will improve current overland flow flooding conditions within the Sherwood Road road reserve as

the Q50 event is already conveyed underground. Requirements for internal drainage will be confirmed via a

hydraulic analysis by a hydraulic engineer in the detailed design phase. Refer to the Site Services Plan in Appendix

B for more information.

As mentioned previously, constructing a new stormwater line from the stormwater chamber on the opposite

side of Sherwood Road will aid in providing the required depth to allow the site to facilitate stormwater

treatment and the 88 Jephson Street diversion. Stormwater chambers directly adjacent to the site are quite

shallow and therefore do not provide enough depth to discharge flows. Refer to the Bornhorst and Ward

Stormwater Management Plan for more information on stormwater quality and quantity requirements.

The external catchment from 88 Jephson Street will need to be catered for post development. It is proposed

that this diversion is facilitated within basement 01 and discharge to Sherwood Road as per existing conditions.

The roof water diversion will be a 450mm diameter FRC pipe that will cross the loading dock and continue

through the wall cavity in the basement level as shown in the preliminary Site Services Plan in Appendix B of this

report. The line will be accessible via access doors at regular intervals.






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4. STORMWATER QUANTITY

Under the Brisbane City Council guidelines, several design elements were identified in relation to stormwater

management issues. Brisbane City Council must be satisfied that:

• The proposed development can be drained;

• The stormwater management system can follow the features and functions of the natural drainage

system;

• The volume, timing, velocity and pollutant load of stormwater has no adverse effect on any

surrounding properties or receiving waters; and

• Suitable provision is made in the design layout to accommodate for major drainage.

Stormwater discharge requirements for the site will comply with Brisbane City Council's Stormwater

Management Code.

4.1 PEAK FLOW CALCULATIONS

Modelling of stormwater runoff quantity has been considered for the existing site conditions and operational

phase of the development. The Rational Method as outlined in QUDM was used to determine the peak flow rate

corresponding to the minor and major storm events for this development.

Brisbane City Council Infrastructure Planning Scheme Policy, Chapter 7, Table 7.2.2.3.B, “Design Standards for

Drainage Systems” was used to identify the design storm events for this development as:

Minor (Major Drainage System) - 10% AEP (1 in 10 year ARI)

Major (Minor Drainage System) - 2% AEP (1 in 50 year ARI)

Major (Overland Flow) - 1% AEP (1 in 100 year ARI)

Flow rates for the developed site have been evaluated as a total discharge from the site.

4.1.1 Rainfall Data

The IFD data used in the Rational Method calculations was obtained from the Australian Bureau of Meteorology

website based on the approximate latitude and longitude of the development site (LAT: 27.47oS, LONG: 153.

03oE). This data indicated the 60 minute, 10 year ARI rainfall intensity applicable to the development site is

71mm/hr. This rainfall intensity was used in conjunction with the fraction impervious values to determine the

coefficients of runoff for the existing and developed phases of the development in accordance with QUDM.

4.1.2 Peak Flow Discharge

Table 1 is a summary of the existing and proposed peak site stormwater discharges for varying storm events.

Peak flows were calculated in accordance with the Rational Method as outlined in the Queensland Urban

Drainage Manual. Detailed calculations are attached in Appendix D for reference and review.

The coefficient of runoff was taken to be 0.9 and 0.86 for the existing and proposed scenarios respectively. For

the existing and proposed site, this was determined from existing and proposed impervious areas shown on

aerial photography and site plans. The time of concentration for both cases was determined in accordance with

QUDM. The existing and proposed time of concentration was calculated at 5 minutes based on Table 4.6.3 of

QUDM.






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Table 1: Pre and Post Development Peak Stormwater Discharge

Ca

tch

me

nt

De

tail

s

Parameter Existing Developed Difference

Area (ha) 0.898 0.898 0

Coefficient of Runoff (C10) 0.9 0.86 0

Time of Concentration (min) 5 5 0

10 year Rainfall Intensity (mm/hr) 215 215 0



Dis

cha

rge

100% AEP (m3/s) 0.815 0.815 0

50% AEP (m3/s) 0.729 0.721 -0.008

10% AEP (m3/s) 0.482 0.461 -0.021

As indicated in the table above, the peak discharge from the development will be decreased for all storm events

as a result of the decrease in impervious surfaces. Therefore, no stormwater mitigation measures are proposed

for the development. This is consistent with Section 7.5.5 of Brisbane City Council 2014 City Plan which states

that “sites with greater than 60% existing sealed impervious surfaces will generally not require stormwater

detention because there is little change in peak flow”.

5. STORMWATER QUALITY

The following extract from the document describes when a development is considered high risk, under Table

9.4.9.3.A of the BCC City Plan 2014:

a) A material change of use for an urban purposes which involves greater than 2500m2 of land that:

i. Will result in an impervious area greater than 25% of the net developable area, or

ii. Will result in 6 or more dwellings.

b) Reconfiguring a lot for urban purposes that involves greater than 2500m2 of land and will result in 6 or

more lots;

c) Operational works for an urban purpose which involves disturbing greater than 2500m2 of land.

As the proposed development involves operational works disturbing a land area greater than 2500m2, the city

plan requirements for water quality are applicable to the proposed development. As such the development will

be modelled in MUSIC.






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5.1 POLLUTANTS OF CONCERN

The key pollutants to be targeted and the minimum reductions in mean annual loads described in the State

Planning Policy for the South East Queensland Region area outlined in Table 2.

Table 2: South East Queensland Water Quality Objectives

Pollutant Reduction in Mean Annual Load

Total Suspended Solids (TSS) 80%

Total Phosphorus (TP) 60%

Total Nitrogen (TN) 45%

Gross Pollutants (GP) 90%

5.2 MODELLING/ASSESSMENT APPROACH

A quantitative assessment of stormwater runoff quality was considered for the catchments ultimate developed

scenario.

The predicted reductions in mean annual loads of key pollutants have been identified using the “Model for Urban

Stormwater Improvement Conceptualisation” (MUSIC), Version 6 (6.1.0). MUSIC is a stormwater quality

modelling program that provides estimates of stormwater pollution generation and the performance of

stormwater management measures used in series or parallel to form a ‘treatment train’.

5.2.1 Meteorological Data

The first step in creating the MUSIC model was to select the appropriate meteorological data set (period and

time step) to be used as the basis for the runoff algorithms. Section 3.1 – Meteorological Data and Section 3.2

– Modelling Period and time-step, of the MUSC Modelling Guidelines details the Rainfall Data and Time Step

process requirements of the model, respectively.

The meteorological data used for the MUSIC modelling process was adopted using the Brisbane City Council

(central) MUSIC-link option. Rainfall data from Brisbane Regional Office (1980-1989) and is based on a 6 minute

time step. This was the closest data option to the site and therefore deemed to be the most appropriate.

5.2.2 Source Nodes

The second step taken in creating the MUSIC models was to define ‘Source Nodes’ or Sub-Catchments. The

MUSIC model consisted of three source node types based on the proposed development layout; residential roof,

road (driveway and carpark) and ground area. Source node input parameters for each node type were adopted

in accordance with the MUSIC Modelling Guidelines.

5.2.3 Treatment Nodes

The MUSIC model consisted of 2 treatment nodes as detailed in Table 3. The treatment device is to be located

on the northern wall of basement 01. See SK-001 in Appendix B for more details. Treatment node input

parameters were sourced from the product supplier.





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Page 7

Table 3: Selected Stormwater Quality Treatment Devices

Treatment Device Discussion

Propriety Treatment

Device

(SPEL Devices or

equivalent)

The SPEL proprietary device containing membrane filtration is designed to

remove nutrients and sediments from stormwater runoff. The SPEL filter

will be used in conjunction with SPEL Stormsacks to treat the

development. Proposed SPEL products:

• 2 SPEL Stormsacks for primary treatment of the carpark area.

• A SPEL vault consisting of 10 filters to treat the entire stage.

Refer to the treatment information attached in Appendix E for further details.

5.2.4 Proposed Treatment Train

A ‘Treatment Train’ was developed to target each of the pollutants of concern to be incorporated into the

development site layout. This treatment train is illustrated in Figure 2.

Figure 2: Proposed Treatment Train

5.3 RESULTS

The pollutant reductions for the ultimate developed phase of the site, with the inclusion of the detailed

treatment train, as obtained from the MUSIC model and analysis are summarised in Table 4.

Table 4: Pollutant Removal Rates Discharge

Pollutant TSS (%) TP (%) TN (%) GP (%)

Treatment Train Effectiveness 80.5 63.9 53.3 100

WQOs 80.0 60.0 45.0 90.0

As indicated in the table above, the removal rates for the target pollutants; total suspended solids (TSS), total

phosphorus (TP), total nitrogen (TN) and gross pollutants (GP) are all above the water quality objectives

stipulated in Brisbane City Plan 2014. Therefore, the proposed treatment train for these areas will yield

satisfactory pollutant removal.





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5.4 MAINTENANCE

The SPEL treatment device will require periodic maintenance to ensure it can continue to function efficiently.

SPEL products will require monitoring every six months as per the attached maintenance information in

Appendix E. System maintenance will be via the maintenance access hole on the ground floor. Maintenance can

be provided by using either a mobile vacuum cleaner or vacuum truck operated by a SPEL Environmental certified

maintenance contractor.

6. BRISBANE CITY COUNCIL CODES

The relevant Brisbane City Council Codes with respect to engineering aspects have been addressed. These codes

will assist in assessing operational works requirements. The codes addressed in this report include:-

• Stormwater Management Code

The completed codes can be found attached in Appendix F of this Report.

7. SUMMARY

This Stormwater Management Plan has demonstrated that the proposed development located on the corner of

High Street and Sherwood Road, can be developed in accordance with Engineering Best Management Practice,

Brisbane City Council guidelines and the State Planning Policy 2014. The following points summarise the findings

and recommendations:

• There are no flood levels or flags for building or development purposes exist for the development site

and therefore it is expected that the site is at a low risk of flood inundation;

• It is proposed that stormwater is discharged to the stormwater infrastructure within Sherwood Road

road reserve as per existing conditions;

• A new stormwater line is proposed within Sherwood Road to service the site. This line will be

constructed from the stormwater chamber on the northern side of the Sherwood Road road reserve.

Existing stormwater connections and infrastructure servicing the site will be made redundant;

• The existing stormwater connection for 88 Jephson Street is currently provided through the

development areas internal drainage system. Post development, it is proposed to divert this roof water

connection within the basement level;

• There will be no increase in peak stormwater runoff as a result of the development, therefore

detention will not be required;

• Stormwater runoff is to be treated by an underground propriety device before being directed to the

stormwater infrastructure within the Sherwood Road road reserve to the north of the site.






A.B.N. 78 010 151 354

Page 9





A.B.N. 78 010 151 354

Page 10

APPENDIX A

ARCHITECTURAL DRAWINGS

Not part of this approved document.





A.B.N. 78 010 151 354

Page 11

APPENDIX B

ENGINEERING DRAWINGS






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Page 12

APPENDIX C

EXISTING STORMWATER AND CONTOUR INFORMATION






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Page 13

APPENDIX D

RATIONAL METHOD CALCULATIONS

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Page 14

APPENDIX E

STORMWATER TREATMENT INFORMATION

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A.B.N. 78 010 151 354

Table 1: Pollutants Typically Generated During the Construction Phase

Pollutant Source

Litter Paper, construction packaging, food packaging, cement bags, off-cuts

Sediment Unprotected exposed soils and stockpiles during earthworks and building

Hydrocarbons Fuel and oil spills, leaks from construction equipment

Toxic materials Cement slurry, asphalt prime, solvents, cleaning agents, washwaters

(e.g. from tile works)

pH altering

substances

Acid sulphate soils, cement slurry and washwaters

Table 2: Recommended MUSIC Rainfall-Runoff Generation Parameters

Parameter Urban Residential

Rainfall Threshold (mm) 1

Soil Storage Capacity (mm) 500

Initial Storage (% capacity) 10

Field Capacity (mm) 200

Infiltration Capacity Coefficient a 211

Infiltration Capacity Exponent b 5

Initial Depth (mm) 50

Daily Recharge Rate (%) 28

Daily Baseflow Rate (%) 27

Daily Deep Seepage Rate (%) 0

Table 3: Music Base and Storm flow Concentration Parameters for Catchments - Residential

Land Use Type Parameter TSS (Log10mg/L) TP (Log10mg/L) TN (Log10mg/L)

Base

Flow

Storm

Flow

Base

Flow

Storm

Flow

Base

Flow

Storm

Flow

Residential Roof Mean N/A 1.30 N/A -0.89 N/A 0.26

Std Dev N/A 0.39 N/A 0.31 N/A 0.23

Residential Roads Mean 1 2.43 -0.97 -0.30 0.20 0.26

Std Dev 0.34 0.39 0.31 0.31 0.20 0.23

Residential

Ground

Mean 1 2.18 -0.97 -0.47 0.20 0.26

Std Dev 0.34 0.39 0.31 0.31 0.20 0.23

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A.B.N. 78 010 151 354

Figure 1: Stormsack Details

Figure 2: Filter Details

SECTION A-A

SECTION B-B

A

A

B

B

1

1

2

2

3

3

4

4

5

5

6

6

A A

B B

C C

D D

SIZE

CUSTOMER CODE :

DWG No.

REV

SCALE

SHEET

A3

SP16-SF4010-P

26/04/2016

1

N.T.S

1

TITLE

STOCKLAND TOOWONG

DateApproved

Date

Date

Date

Check

Verified

DrawnCLIENT:

Request No.

M.MAKIN

RN2472

DISTRIBUTOR :PROJECT :

SPEL FILTER SYSTEM

SF.6522/10-29.CON.300.PVC

10 SPEL FILTER CARTRIDGES

GENERAL ARRANGEMENT

D:\Vault W

orking Folder\D

esigns\SPEL\PR

OD

UCTS\FILTER

\EM

C-45\STAN

DAR

D\10 FILTERS\PR

OJECTS\STO

CKLAN

D TO

OW

ON

G\SP16-SF4720-P.idw

TOLERANCE: ALL DIMENSIONS 10mm UNLESS OTHERWISE STATED.

ISOMETRIC VIEW

SIDE VIEW

PLAN VIEW

INLET Ø300 RCP COLLAR

OUTLET Ø300

RCP COLLAR

ELEVATION VIEW

REVISION HISTORYREV DESCRIPTION DESIGNER CREATION DA CHECKED BY

1 INITIAL RELEASE M.MAKIN 26/04/2016

CONFIDENTIAL - The drawings must not be disclosed to any thirdparties without written permission from SPEL Environmental Sydney.Unauthorised disclosure may result in prosecution.© SPEL Environmental - This drawing is the property of SPELEnvironmental ABN: 83 151 832 629 and is subject to return ondemand. It is submitted for the use only in connection with theproposal and contracts of SPEL Environmental with the expressedconditions that it is not to be reproduced or copied in any form.This data must only be used in accordance with our standardterms and conditions.© CopyrightSPEL Environmental accepts no responsibility for any loss ordamage resulting from any person acting on this information.The details and dimensions contained in this document may change,please check with SPEL Environmental for confirmation of currentspecifications.

6500

3250 3250

2250

10 OFFSPEL FILTEREMC-45

PLAN VIEW

ELEVATION VIEW

ISOMETRIC VIEW

2 OFF TANKS3090 x 2090 x 1100H

WEIR WALL

225 PVC PIPE

INLET PIPELINE

VARIABLE I.L. AND PIPE SIZE

850

2 OFF - 900 x 900ACCESS MANHOLE SUPPLIED BY OTHER

2 OFFSPEL STORMSACK 900 x 900

1100

RIS

ER

HE

IGH

T B

YC

ON

SU

LTAN

T

OUTLET

PIPE SIZE &

I.L. VARIES

1100

OV

ER

ALL

HE

IGH

T V

AR

IES

MA

X 9

00

2090 X 3090

1450

COVER DETERMINEDBY CONSULTANT

830 830

ISSUE FOR APPROVAL NOT FOR CONSTRUCTION

APPROVED.................

NAME................................

SIGNED.............................

DATE........../........../..........

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20

The SPELFilter system requires periodic maintenance to continue operating at the design efficiency. Themaintenance process comprises the removal and replacement of each SPELFilter cartridge and the cleaning of thevault or manhole with a mobile vacuum cleaner. A sucker truck can also be an option however wet/dry mobile vacuum cleaner is a more cost effective solution which achieves the maintenance requirements. SPELFilter maintenance should be performed by a SPEL Environmental certified maintenance contractor.

The maintenance cycle of the SPELFilter system will be driven mostly by the actual solids load on the filter. Thesystem should be periodically monitored to be certain it is operating correctly. Since stormwater solids loads can bevariable, it is possible that the maintenance cycle could be more or less than the projectedduration.

The SPELFilter systems in New Development applications are designed to treat the WQv in 24 hours initially. Laterin the cycle these cartridges will flow at a slower rate, and when the WQv does not drain down within +/- 40 hoursafter the storm event, the system must be maintained.

When a SPELFilter system is first installed, it is recommended that it be inspected every six (6) months. When thefilter system exhibits flows below design levels the system should be maintained. Filter cartridge replacement shouldalso be considered when sediment levels are at or above the level of the 4 inch manifold system. Please contactSPEL Environmental for maintenance cycle estimations or assistance at 13 SPEL.

MAINTENANCECHAPTER

4

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21

1. Remove the manhole covers and open all access hatches.2. Before entering the system make sure the air is safe per OSHA Standards or use a breathing apparatus. Use low

O2, high CO, or other applicable warning devices per regulatory requirements.3. Using a mobile wet/dry vacuum cleaner or a sucker truck to remove sediments that can be removed prior to entry.4. Using a small lift, remove the used cartridges by lifting them out.5. Any cartridges that cannot be readily lifted directly out of the vault should be removed from their location and

carried to the lifting point using the Trolley system installed in the Vault (if applicable).6. When all cartridges are removed, remove the balance of the solids and water; then loosen the stainless clamps

on the couplings in the pipe manifold; remove the drain pipes as well. Carefully cap the manifold and rinse the floor removing the balance of the collected solids.

7. Clean the manifold pipes, inspect, and reinstall.8. Install the exchange cartridges and close all covers.9. The used cartridges must be sent back to SPEL Environmental for exchange/recycling and credit on undamaged

units.

MAINTENANCE





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Page 15

APPENDIX F

BRISBANE CITY COUNCIL CODES

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20/10/2016


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SITE BASED STORMWATER MANAGEMENT PLAN

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