Council archive · source document
Pre-Request Response Application 132001.210310.1
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SCRC CORRESPONDENCE
1111111111111111111111111
B0206496
la, I
::103- \ ’6Q_ () \ "
.:l ~ 03s368 of the Sustainable Planning Act 2009
, "
ALL questions MUST be completed unless the form indicates otherwise.
This form must be submitted to Council accompanied by the applicable fee.
Attach extra pages if there is insufficient space on the form.
All terms used on the form have the meaning given in the Sustainable Planning Act 2009 or the Sustainable Planning Regulation 2009.
Type of approval (please tick ALL applicable categories) Which entity issued approval?
o Development Permit o Sunshine Coast Council
~ Preliminary Approval [!(’" Planning & Environment Court
~ Material Change of Use o Minister (under part 11, division 2)
o Reconfiguring a Lot o Other entity -
please specify
o Operational Works
o Building Works
o Plumbing or Drainage Works
o Environmentally Relevant Activity
Application number/council reference Date issued
Is the approval for a mobile and temporary ERA? No DYes -
complete below
Insert the name of each local government area in which the mobile and temporary ERA is proposed to operate/operating
Privacy
Council will use any personal information provided for the intended purpose only and for remaining in contact with you. Council is
authorised to collect this information in accordance with the Local Government Act 2009 and other Local Government Acts. Your
personal information is only accessed by persons authorised to do so. Your personal information is dealt with in accordance with
council’s privacy policy.
www.sunshlnec:out.qld. ov.all I [email protected]. u I T 015475 7272 F 07 5475 1ZTT
I..cK:kad Bag 72 Sunshine Coast Mail Centra QId 4560I ABN 37 876 973913
caIoundra oft’ice 1 Omrah Avenue Caloundra QId 4551 I IIIaroochydore oIIic:e 11-13Ocean SIreat Maroochydora QId 4558
Nambour offtce Cnr Cume and Bury Streets Nambour Qld 4560 I T.,....un office 9 Peli n Street Tewantin QId 4565
1 of 2 2011/12 Regional Strategy and Planning Pre-Request Response Application FM400/2- /07/2011
~..$!Q$.R: ..O.....
Box: ....
13d.OO/_ I 03/("1,/
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Page 2
3. Nature of proposed change/s (please tick ALL applicable categories)
To change the development approval issued by: To change the conditions issued by;
~ Planning & Environment Court Ill" Planning & Environment Court
o Minister o Council (as a Concurrence agency)
o Other entity -
please specify: o Minister
o Concurrence Agency -
please specify:
o Other entity -
please specify:
Please attach documentation outlining the detail of and the reasons and justification for the requested change/so
,
5. Declaration of applicant
I/We, the applicant, declare that the above information is correct in all respects, at the time of lodgement of this
application with the Sunshine Coast Regional Council. Should any of the details given in relation to this application be
changed in the future, the cant shall advise the Sunshine Coast Regional Council in writing prior to any such change
being implemented.
Signature ..... Date ]_~.~.12. .
Application no. Amount paid Date paid Receipt no. Initial Date stamp
Receiving Officer
Customer service centres: 8.30 am to 4.30 pm Monday to Friday (excludes public holidays).
or money order to be made payable to: Sunshine Coast Regional Council.
o Money order 0Mastercard 0Visa
Card number Expiry date Amount $ ((,’2..4-’00
Name on card Signature of cardholder
Phone Is a receipt required? o No
2 of 2 2011/12 Regional Strategy and Planning Pre-Request Response Application FM400/2-14/07/2011
Page 3
Sunshine Coast Office
I Innovation Parkway, Birtinya, PO Box I 49,Wurtulla QLD Australia 4575
T +61 754367888 F +61 75493 6630 E sunshinecoast@rpsgroup,com,au W rpsgroup,com,au
Our Ref: PR100103-141006JS.js
Council Ref:22402 DA
Date: 26th June 2012
Attn: Kerri Coyle
Sunshine Coast Regional Council
Locked Bag 72
Sunshine Coast Mail Centre QLD 4560
Dear Kerri
RE: REQUEST FOR A PRE-REQUEST RESPONSE NOTICE IN RESPECT OF A
CHANGE TO A DEVELOPMENT APPROVAL 22402 DA BECKMANS ROAD, - -
’
NOOSAVILLE: STOCKI.:.AND LAKE DOONELLA PTY LTD.
We act behalf of Stockland Lake Doonella Pty Ltd regarding a Preliminary Approval for a Material
Change of Use originally granted by the then Noosa Shire Council on 6 February 2003 and
subsequently subject of a Court Order dated 05/09/2003 in respect of the abovementioned land.
This Preliminary Approval was for the following aspect of development: Material Change of Use
-
Dwelling Houses (181), Group Housing Development (66 Dwelling Units) and Educational
Establishment (Secondary School of 750 Students). The same Decision Notice (22402 DA)
also granted Development Approval for Lot Reconfiguration in respect of the school site and
this has since been enacted.
A subsequent Decision Notice (23616 DA) was issued on 24 February 2005 and this granted
Development Approval for the following: Material Change of Use of Premises: 181 Dwelling
Houses, Group Housing Development of 43 Dwelling Units and Estate Sales Office, as well as
Lot Reconfiguration: 185 Residential Lots & 43 Group Title Lots. The most recent version of this
approval is a Change to an Existing Approval issued on 16 August 2010, with the file reference
2003/221132; as you know, this approval has been enacted in part, with a little under 50% of the
approved lots having been created to date.
As you are aware from various communications during the past year, our client has instructed us
to seek a further change to the existing approval, primarily to accommodate flexibility in the
staging of the development. Our application will also address minor changes to the road layout,
as well as to the configuration of some lots. The most significant change, however, is the creation
of a direct road link to the adjoining development, "Beckmans Green" to the east. These changes
will be detailed in a separate application.
One consequence of the creation of the "link road" is the loss of area previously intended to
be utilised for the treatment of storm water in that part of the site. Whilst the objectives of the
approved Stormwater Management Plan were, it seems, acknowledged by Council at the time
as being difficult to comply with during certain rainfall events, the loss of treatment area
resulting from the construction of the link road makes the targets even less likely to be
achievable. However, the approved water quality objective for this project significantly
exceeds the standard currently accej:)ted by Council and the State Government; we believe
that there was a verbal acceptance by Council officers with whom Brown Consulting’s Brook
,-
Kitson (who has since left that firm) met last year, regarding the lessening of the storm water
quality objectives in relation to those originally approved.
1006 JS,js Request for Pre-Request Response Notice,doc
England I Wales I Scotland I Northern Ireland I Ireland I Netherlands I USA I Australia
RPS Australia East Pty Ltd ABN 44 140 292 762 A member of the RPS Group Pic
Page 4
Page 2
Accordingly, a revised "Flood Investigation & Stormwater Quantity Management Pian", two (2)
copies of which accompany this application, has been prepared by Brown Consulting. Plans
showing the proposed alignment of the link road, the adjacent bio-retention basin and the flow
of storm-water through the environmental corridor form Appendix D of that report. With
reference to this report and its accompanying plans, Damion Cavanagh from BMT WBM
(formerly WBM Oceanics) has prepared a letter summarising the revised Stormwater Quality
expectations; full modelling schedules, supporting the figures contained in the three tables in
that letter, can be provided upon request.
If the revised design and modelling is deemed acceptable to Council, we would like it to
essentially replace the previous report that was prepared by WBM and is referred to in the
approval. We appreciate that this will require a change to the Court Order, in respect of
Condition 65, hence this application for a Pre-Request Response Notice pursuant to Sec.
368 of the Sustainable Planning Act 2009.
Subsequent to the Court Order being changed in respect of the water quality requirements,
we will be seeking to have the more recent Development Approval (2003/221132)changed to
reflect the revised requirements for water quality and the overall treatment of stormwater on the
site; a separate application, which will also address the other changes alluded to above, is being
lodged simultaneously with this one.
In support of this request, please find attached:
Relevant Application Form;
Land-owner consent letter;
Cheque covering Council’s relevant fee of $1,624.00;
Flood Investigation & Storm water Quantity Management Plan (Brown Consulting);
Storm water Quality (Pollutant Export Modelling) Letter (BMTWBM).
Trusting you will find the above outline and the supporting documentation satisfactory, please
contact me directly if you have any queries and we look forward to Council’s favourable
consideration of this application.
Yours faithfully
RPS
Jeremy Scriven
Principal- Survey
Enc. FI&SQM Report
BMT WBM Letter
Cc. Stockland Lake Doonella Pty Ltd
1006 JS.js Request for Pre-Request Response Notice.doc
Page 5
Date: 12th June 2012
Sunshine Coast Regional Council
Locked Bag 72
SUNSHINE COAST MAIL CENTRE Q 4560
Dear Sir I Madam
RE: LAND OWNER CONSENT FOR LODGEMENT OF A PRE-REQUEST RESPONSE
APPLICATION IN RESPECT OF A PERMISSIBLE CHANGE TO A DEVELOPMENT
APPROVAL -
(COUNCIL FILE REF. 22402 DA).
I, David Laner, on behalf of Stockland Lake Doonella Pty Ltd, consent to the lodgement of an
application for a pre-request response to Sunshine Coast Regional Council. in respect of a
Permissible Change to the Development Approval, for a Preliminary Approval for a Material
Change of Use -Dwelling Houses (181), Group Housing Development (66 Dwelling Units)
and Educational Establishment (Secondary School of 750 Students) at Beckmans Road,
Noosaville, on land currently described as Lot 800 on SP231386 and Lot 7 on RP80412
(formerly Lot 1 on RP96489, Lot 1 on RP32787, Lot 167 on M3793 and Lots 7 & 9 on
RP80412), by RPS.
Yours faithfully
........Qf)L~......... Dale ’r/~111-
~
Stockland Lake Doonella
ACN 009 966 358 Pty Ltd
by its Attome
David Sergio William
Power ~Attomey No.
Laner UOd~
712393184
who cer:tffies that he has
not received
revocatlOll of the Power Of
Attorney
Page 6
AI,
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19
:\~,BMTWBM BMT WBM pty Ltd
6/20 Byron Street
BANGALOW NSW 2479
Australia
Tel: +61 2 6687 0466
Fax: +61 2 6687 0422
ABN 54 010 830 421
www.bmtwbm.com.au
ELECTRONIC TRANSMISSION
To: Stockland CC: Brent Thomas (BC)
Attention: Joshua Sondergeld Date: 6 June 2012
Fax No: email Document Ref: F 815573 013.doc
From: Damion Cavanagh No. of pages including 2
this one
This emaillfax is confidential and may be privileged. If you are not the intended recipient please notify us immediately; you should not copy or
use it for any purpose, nor disclose its contents to any other person
Dear Joshua
RE: DOONELLA NOOSA POLLUTANT EXPORT MODELLING
Brown Consulting recently requested an update of the pollutant export modelling which consolidates
the water quality work for the entire development and incorporates changes to the Stage C layout
due to the link road modifications.
Using plans provided by Brown Consulting which represents the Link Road revised estimates of
available stormwater treatment system sizes have been developed. These were updated within the
existing site MUSIC model. Generally the incorporation of the Link Road fully within the Stockland
site has resulted in there being a loss of over 800m2 available for stormwater treatment. This is a
significant percentage of the total treatment area that was available for Stage C,
Performance of Site Stormwater Management System
Remodelling of the performance of the site (entire 65 ha development which includes the 34,S ha
external buffer) is provided in Table 1,
Table 1 Mean Annual Pollutant Loads -
Base Case (Modelling Period 1/1/1998 -1/1/2002)
Base Case
Parameter
(ForestedSite)
Flow (MUYr) 426
TSS (kg/yr) 36,500
TP (kg/yr) 37,0
TN (kg/yr) 422
With the incorporation of stormwater quality controls in all stages the results are shown in Table 2,
Page 7
,..
,
Table 2 Mean Annual Pollutant Loads -
Base Case and Developed Mitigated Site (Modelling
Period 1/1/1998 -1/1/2002) -
Entire 65 ha site
30.5 ha Developed
65ha Base Case Site
Parameter MItigated Site + 34.5 ha
(ForestedSite) Forested Buffer
Flow (MUYr) 426 431
TSS (kg/yr) 36,500 32,300
TP (kg/yr) 37.0 41.8
TN (kg/yr) 422 490
The pollutant exports from the entire site are seen to decrease for suspended solids, but increase for
total nutrients. This also assumes that the large external buffers to the site do not improve
stormwater quality in passage through them.
1
When these results are considered in the context of typical stormwater management targets that
are applied to most developments, the requisite standards are met, as shown in Table 2.
Table 3 Mean Annual Pollutant Load Reductions -Developed Mitig ted Site Only (Modelling
Period 1/1/1998 -1/1/2002)
Pollutant Load Reduction Normal Development
Parameter 30.5 ha Developed Mitigated Site Target
compared to Developed
Unmitigated site
Flow (MUyr) 24.9% NA
TSS (kg/yr) 80.7% 80%
TP (kg/yr) 68.9% 60%
TN (kg/yr) 52.4% 45%
The incorporation of the detention basin upstream of Dodonaea Close will serve to detain
stormwater emanating from an approximate 2.8 ha forested catchment on the opposite site of
Beckmans Road. The detention basin is likely to primarily serve a hydraulic control function by
attenuating peak flows through a culvert under the road. The requirement for flow attenuation at this
point relates to the integration of the site stormwater management systems with that of the adjoining
development.
If you have any questions regarding the above advice, please contact Damion Cavanagh on 026687
0466.
Yours Faithfully
BMT WBM Pty Ltd
fV\’;_ ~~~
Damion Cavanagh
Associate
1
SPP Healthy Waters -
comparison of developed unmitigated versus development mitigated. It should be
noted that the assessment considers only the developed portions ofthe site and excludes undeveloped portions
i.e. the very large external buffer area outside of the defmed development extent.
C:1B15573.c.dcclF B15573 013.doc A part of BMT in Energy and Environment
Page 8
I~
J
WBM (2004), Lensworth Lake Doonella -
Provision of Further Storm water and Water Quality Advice
-
Version 2 DRAFT. Report prepared for Lensworth Lake Doonella Pty Ltd.
C:IB 1 5573.c.dccIF B 15573 013.doc A part ofBMT in Energy and Environment
Page 9
?-
{
19
\\~, BM.T WBM BMT WBM pty Ltd
6/20 Byron Street
BANGALOW NSW 2479
Australia
Tel: +61 2 6687 0466
Fax: +61 2 6687 0422
ABN 54 010 830 421
WW\N.bmlwbm.com.au
ELECTRONIC TRANSMISSION
To: Stockland CC: Brent Thomas (BC)
Attention: Joshua Sondergeld Date: 6 June 2012
Fax No: email Document Ref: F 815573 013.doc
From: Damion Cavanagh No. of pages including 2
this one
This emaillfax is confidential and may be privileged. If you are not the intended recipient please notify us immediately; you should not copy or
use it for any purpose, nor disclose its contents to any other person
Dear Joshua
RE: DOONELLA NOOSA POLLUTANT EXPORT MODELLING
Brown Consulting recently requested an update of the pollutant export modelling which consolidates
the water quality work for the entire development and incorporates changes to the Stage C layout
due to the link road modifications.
Using plans provided by Brown Consulting which represents the Link Road revised estimates of
available stormwater treatment system sizes have been developed. These were updated within the
existing site MUSIC model. Generally the incorporation of the Link Road fully within the Stockland
site has resulted in there being a loss of over 800m2 available for stormwater treatment. This is a
significant percentage of the total treatment area that was available for Stage C.
Performance of Site Stormwater Management System
Remodelling of the performance of the site (entire 65 ha development which includes the 34.5 ha
external buffer) is provided in Table 1.
Table 1 Mean Annual Pollutant Loads -
Base Case (Modelling Period 1/1/1998 -1/1/2002)
Base case
Parameter
(ForestedSite)
Flow (MUYr) 426
TSS (kg/yr) 36,500
TP (kg/yr) 37.0
TN (kg/yr) 422
With the incorporation of stormwater quality controls in all stages the results are shown in Table 2.
Page 10
-~
~,
\
Table 2 Mean Annual Pollutant Loads -
Base Case and Developed Mitigated Site (Modelling
Period 1/1/1998 -1/1/2002) Entire 65 ha site
-
30.5 ha Developed
65 ha Base Case Site
Parameter Mitigated Site + 34.5 ha
(ForestedSite) Forested Buffer
Flow (MUYr) 426 431
TSS (kg/yr) 36,500 32,300
TP (kg/yr) 37.0 41.8
TN (kg/yr) 422 490
The pollutant exports from the entire site are seen to decrease for suspended solids, but increase for
total nutrients. This also assumes that the large external buffers to the site do not improve
stormwater quality in passage through them.
1
When these results are considered in the context of typical stormwater management targets that
are applied to most developments, the requisite standards are met, as shown in Table 2.
Table 3 Mean Annual Pollutant Load Reductions -Developed Mitigated Site Only (Modelling
Period 1/1/1998 -1/1/2002)
Pollutant Load Reduction Normal Development
Parameter 30.5 ha Developed Mitigated Site Target
compared to Developed
Unmitigated site
Flow (MUyr) 24.9% NA
TSS (kg/yr) 80.7% 80%
TP(kg/yr) 68.9% 60%
TN (kg/yr) 52.4% 45%
The incorporation basin upstream of Dodonaea Close will serve to detain
of the detention
stormwater emanating from approximate 2.8 ha forested catchment on the opposite site of
an
Beckmans Road. The detention basin is likely to primarily serve a hydraulic control function by
attenuating peak flows through a culvert under the road. The requirement for flow attenuation at this
point relates to the integration of the site stormwater management systems with that of the adjoining
development.
If you have any questions regarding the above advice, please contact Damion Cavanagh on 02 6687
0466.
Yours Faithfully
BMT WBM Pty Ltd
9N\’;_~~~
Damion Cavanagh
Associate
1
SPP Healthy Waters -
comparison of developed unmitigated versus development mitigated. It should be
noted that the assessment considers only the developed portions of the site and excludes undeveloped portions
i.e. the very large external buffer area outside ofthe defined development extent.
C:\B15573.c.dcclF B15573 OJ3.doc A part ofBMT in Energy and Environment
Page 11
’jIy
J
WBM (2004), Lensworth Lake Doonella -
Provision of Further Stormwater and Water Quality Advice
-
Version 2DRAFT. Report prepared for Lensworth Lake Doonella Pty Ltd.
C:\B1 5573.c.dccIF BI5573 OI3.doc A part of BMT in Energy and Environment
Page 12
BROWN
Smart Wkter
Flood Investigation & Stormwater
Quantity Management Plan
Proposed Residential Development at
Doonella -
Stage C
Prepared for Stockland Lake Doonella Pty Ltd
Report Number: B09182.W-02A, November 2011
Level 6, 199 Grey Street South Brisbane QLD 4101 Australia Brown Consulting (QLD)Pty Ltd
PO Box 10349 Adelaide Street Brisbane QLD 4000 Australia ABN 38 109 428 506
Telephone +61 738953444 Facsimile +61 738953400 brownconsulting
Page 13
Flood Investigation & Stormwater Quantity Management Plan a’ROw,N
Smu.t UZiter
Proposed Residential Development at Doonella Stage C
.
COMMERCIAL IN CONFIDENCE
All intellectual property rights, including copyright, in designs developed and documents created by Brown Consulting
(Old) remain the property of this company. Any use made of such design or document without the prior written
approval of Brown Consulting (Old)will constitute an infringement of the rights of the company, which reserves all legal
rights and remedies in respect of any such infringement.
The information, including any intellectual property, contained in this proposal is confidential and proprietary to the
Company. It may only be used by the person to whom it is provided for the stated purpose for which it is provided and
must not be imparted to any third person without the prior written approval of the Company. The Company reserves all
legal rights and remedies in relation to any infringement of it~ rights in respect of its confidential information.
@
Brown Consulting (OLD)Ply Ltd
2011
DOCUMENT CONTROL
Report Number B09182.W-02A
:
Issue Date Issue Details Author ’
Checked Appi~
-
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:
A 16/11111 For submission to Council AZH,MS : AMCP (RPEO6921)
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809182.W-02A Pagei
Page 14
Flood Investigation & Stormwater Quantity Management Plan BROWN
Proposed Residential Development at Doonella Stage C -
SttUlrt Uitter
FLOOD INVESTIGATION & STORMWATER QUANTITY
MANAGEMENT PLAN
PROPOSED RESIDENTIAL DEVELOPMENT AT
DOONELLA -
STAGE C
TABLE OF CONTENTS
1.0 INTRODUCTION .............................................................................................................1
1.1 Past Studies.......................................................................................................................................1
2.0 SITE CHARACTERISTICS .............................................................................................2
2.1 Location .............................................................................................................................................2
2.2 Existing Topography and Drainage....................................................................................................2
3.0 HYDROLOGICAL ANALYSIS.........................................................................................3
3.1 Catchment and Land Use ..................................................................................................................3
3.2 Existing Scenario Model.....................................................................................................................4
3.2.1 Rainfall Data ......4
.....................................................................................................................
3.2.2 Routing Factors....... .............................................................
............................................
......4
3.2.3 Loss Model & Lag Parameter. ..........................................................................................
......4
3.2.4 WBNM Calibration ..................................................................................................................5
3.2.5 Existing Peak Flows................................................ ................................................................6
3.3 Developed Scenario Model................................................................................................................ 6
3.4 Management Strategy........................................................................................................................7
3.5 Mitigated Scenario.. ...........................................................................................................................
7
3.6 Peak Flows for Hydraulic Analysis .....................................................................................................8
4.0 HYDRAULIC ANALYSIS ................................................................................................9
4.1 Assessment Criteria...........................................................................................................................9
4.2 HEC RAS Analysis.............................................................................................................................9
4.2.1 Cross Sections........................................................................................................................9
4.2.2 Manning’s Roughness ............................................................................................................9
4.2.3 Boundary Conditions ..............................................................................................................9
4.2.4 Hydraulic Structures........ ..................................................................................................
...1 0
4.2.5 Peak Flows ....................................................................................................................
.......10
4.2.6 Results..................................................................................................................................1 0
4.2.7 Sensitivity Check ..................................................................................................................10
5.0 CONCLUSIONS ............................................................................................................11
6.0 RECOMMENDATIONS .................................................................................................11
7.0 REFERENCES ..............................................................................................................12
8.0 DISCLAIMER ................................................................................................................12
9.0 APPENDICES ...............................................................................................................12
B09182.w-02A Page ii
Page 15
Flood Investigation & Stormwater Quantity Management Plan BROWN
S1IUIrllmm-
Proposed Residential Development at Doonella Stage C
-
FLOOD INVESTIGATION & STORMWATER QUANTITY
MANAGEMENT PLAN
PROPOSED RESIDENTIAL DEVELOPMENT AT
DOONELLA -
STAGE C
1.0 INTRODUCTION
Brown Consulting (Qld) Pty Ltd has been commissioned to undertake a Flood Investigation & Stormwater Quantity
Management Plan to support the Development Application for Stage C of the proposed "Doonella" residential
subdivision at Doonella -
Stage C.
This report outlines the stormwater management strategies that will be adopted for the development to ensure there
are no adverse flood impacts to adjacent properties as a results of the development. The scope of the investigation
undertaken and discussed in this report is as follows:
Hydrological investigations and modelling to determine existing peak flows and post development peak flows
at the downstream site extent;
Modelling to determine likely changes to peak flows at the downstream site extent that results from the
proposed residential subdivision;
.
Development of a management strategy to mitigate increases in peak flows resulting from the proposed
residential subdivision at the downstream site boundary, with modelling to confirm the effectiveness of the
strategy; and
Hydraulic modelling to determine post development flood levels to confirm proposed lot and road levels have
appropriate freeboard or acceptable flood immunity along the environmental corridor through the site.
1.1 Past Studies
Various stormwater management plans and related documents have previously been approved by Council prior to the
’Change to an Existing Approval Decision Notice’ issued by Council on 9 May 2008.
The stormwater management plans and related documents prepared by WBM Oceanics Australia did not investigate
flooding in the environmental corridor. The design intent and function proposed by WBM Oceanics Australia for the
management of stormwater at the Doonella subdivision has been considered when reviewing road and lot levels for
the proposed development however, this flood investigation report has been written as a stand alone document and
does not refer to the WBM Oceanics Australia reports. The influence of flows in the environmental corridor as
determined by this report will not impact on stormwater quantity and quality outlets and infrastructure, and the WBM
Oceanics Australia approved Stormwater Management Plan does not need to be altered to account for the outcomes
of this flood investigation.
The detention basin design and stormwater management strategy for the adjacent residential development located at
the downstream end of the environmental corridor was prepared by JF&P Consulting Engineering Pty Ltd. The JF&P
Site Based Storm water Management Plan, Beckmans Green Noosaville (R~port No. M2099_SBSMP_Rev_D dated
June 2008) details the management strategy for that development and is referred to within this Flood Investigation.
B09182.W-02A Page 1
Page 16
Flood Investigation & Storm water Quantity Management Plan BROWN
Proposed Residential Development at Doonella Stage C
-
Smart Witn"
2.0 SITE CHARACTERISTICS
2.1 Location
The site is located in Noosaville, within the Doonella Lake Catchment of the Sunshine Coast Regional Council -
Noosa
Shire District local government area. The proposed Stage C subdivision is bounded by Beckmans Road to the south,
Sea Eagle Drive to the west, a conversation reserve to the north and north east, and a new residential subdivision to
the east.
The subdivision proposal is for 185 residential Lots and 43 Group title lots, occupying a total area of 28.64ha. Stage C
of the development entails the creation of 61 residential allotments, road and open space. The location of the site is
indicated in Figure 2.1 below. The environmental corridor through the site is highlighted in blue.
Lak
f
ENVIRONMENTAL CORRIDOR
Figure 1: Approximate Location of Site (source UBD).
2.2 Existing Topography and Drainage.
The site is relatively steep and undulating with several high points and gullies. Currently the site is densely vegetated
and the proposal is to maintain some of this existing vegetation within the environmental corridor.
At the southern end, close to Beckmans Road, the environmental corridor has an average slope of approximately 6%.
Towards the eastern site boundary the average slope reduces to 3%. Flows in the environmental corridor continuing
past the eastern boundary pass through two 1.2m dia. RCP culverts under Shire Drive. Downstream of these culverts
is adetention basin constructed to mitigate flows from the newly completed adjacent subdivision. For further details of
the detention basin refer to the JF&P Site Based Storm water Management Plan (2008).
Two external catchments contribute to the flow in the proposed environmental corridor. These catchments are to the
south of Beckmans Road and a small proportion of Sea Eagle Drive.
Apart from the Dodonaea Close road crossing and culverts only minimal works are proposed within the environmental
corridor. This involves minor invert works with retaining walls/batters to adjacent lots/roads. At the downstream end
(near Lot 146)the proposed retaining walls along the environmental corridor are higher than the proposed lot and road
levels, effectively forming a levee.
B09182.w-02A Page 2
Page 17
Flood Investigation & Storm water Quantity Management Plan BROWN
S11UI1’t U
Proposed Residential Development at Doonella -
Stage C
3.0 HYDROLOGICAL ANALYSIS
Hydrological analysis has been undertaken to determine peak flows along and at the downstream end of the
environmental corridor. The analysis involved the following:
.
Identifying the appropriate study areas, external and internal site sub-catchments and land uses.
.
Modelling of the existing catchment using the Watershed Bounded Network Model (WBNM2007),calibrated to
Queensland Rational Method calculations and comparison to results from the JF&P Site Based Storm water
Management Plan (2008);
.
Modelling of the post development catchment (developed scenario) and comparison to existing scenario flows
to determine changes to peak flows;
.
Design of two detention storages to mitigate the increase in peak flows in the environmental corridor at the
eastern site boundary; and
.
Modelling of the post development catchment with the proposed detention storages (mitigated scenario) to
confirm peak flow increases at the site boundary have been mitigated.
Mitigated scenario peak flows have also been determined at various locations through the environmental corridor and
downstream of the site for hydraulic modelling purposes.
Hydrological analysis has been undertaken using the Watershed Bounded Network Model (WBNM2007). WBNM is an
advanced Windows based hydrology software for simulation of runoff from natural or partially developed urban
catchments. The WBNM software in structure is generally similar to that of RORB, however, it is based on more
detailed considerations of geomorphological relationships (AR&R). Details of the Theory used in WBNM can be found
on the following website; http://www.uow.edu.au/eng/cme/UOW068932.html.
Hydrological modelling was undertaken for the 2, 10, 20, 50 and 100 year ARI. Various standard storm durations
ranging from 5 minutes to 180 minutes were analysed for each ARI event.
3.1 Catchment and land Use
The existing catchment to the downstream site boundary is 9.38ha in area and primarily encompasses dense bushland
with the only impervious surface being where Beckmans Drive crosses the upstream end of the catchment to the
south. For analysis in WBNM the existing site catchment has been broken up into four sub-catchments. Details of the
existing scenario sub-catchment areas and calculated fraction imperviousness is summarised in Table 3.1 below.
Refer to Drawing No. B09182.W.SK01 in Appendix D for the location and delineation of each existing scenario sub
catchment area.
Table 3.1: Existing Scenario Sub.Catchment Details
Sub.Catchment Area (ha) Fraction Impervious
A 2.42 0.18
B 2.33 0
C1 2.46 0
C2 2.17 0
Under post development conditions the catchment to the downstream site boundary is larger (10.95ha). This occurs
as a result of earthworks required to facilitate the proposed layout of roads and allotment. The change in land use for
the site (from dense bushland to roads, low density residential allotments and some retained open space) significantly
increase the amount of impervious surface within the catchment. Details of the developed scenario sub-catchment
areas and calculated fraction imperviousness is summarised in Table 3.2 below.
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Table 3.2: Developed Scenario Sub.Catchment Details
Sub.Catchment Area (ha) Fraction Impervious
A 2.42 0.18
B1 3.46 0.53
B2 1.55 0.48
C1 1.61 0.65
C2 1.73 0.70
C3* 0.18 0.80
.
-
External sub-catchment of Sea Eagle Drive discharging minor design storm (pipe drainage) flows only to site.
For determining peak flows downstream of the site (for hydraulic modelling within the environmental corridor, refer to
Section 4) additional external sub-catchments over the adjacent residential development to the east and south have
been delineated for modelling of post development (mitigated scenario) conditions. Details of the external sub-
catchment areas and calculated fraction imperviousness is summarised in Table 3.3 below.
Table 3.3: External Sub.Catchment Details *
Sub.Catchment Area (ha) Fraction Impervious
01 0.43 0.46
02 4.99 0.62
03 1.82 0.26
.
-
Sub-Catchments used only for the determination of peak flows for hydraulic analysIs.
Refer to Drawing No. B09182.W.SK01 in Appendix 0 for the location and delineation of each developed scenario
sub-catchment area.
3.2 Existing Scenario Model
The existing scenario WBNM was created using the sub-catchment areas and fraction impervious values summarised
in Table 2.1 along with the follow input data adopted.
3.2.1 Rainfall Data
Design storm rainfall hydrographs were generated within WBNM using the log normal intensities and geographical
factors presented in Table 3.4 below. These values, sourced from the The Bureau of Meteorology Rainfall IFD Data
System website, are consistent with the Intensity Frequency Duration (IFD)data from Council’s DDPSP that have been
used in Rational Method as outlined in Section 3.2.4.
Table 3.4: Log Normal Intensities & Geographical Factors
Log Normal Intensities 1 hr 12 hr 72 hr
2YARI 52.03mm/hr 10.34mm/hr 3.46mm/hr
50Y ARI 93.95mm/hr 24.00mm/hr 8.66mm/hr
G F2 F50
Geographical Factors
0.11 4.40 17.6
3.2.2 Routing Factors
A stream lag factor of 1 was adopted for all sub catchments for the Existing Scenario.
3.2.3 Loss Model & Lag Parameter
As part of the WBNM Calibration various configurations of initial loss, continuing loss and lag Paramter were trialled
until a configuration produced peak flows consistent with those calculated using the Rational Method. Refer to
Section 3.2.4 for details on the WBNM calibration and Rational Method Calculations. Table 3.5 below summarises
the optimum Loss and Lag Parameters that resulted from the calibration process.
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Table 3.5: Adopted WBNM Loss Values & Lag Parameter
Initial Loss (mm) Continuing Loss Lag Parameter (C)
(mm/hr)
25 2.5 1.8
.. .
Note: Inlllallmpervlous loss of 1mm also adopted.
3.2.4 WBNM Calibration
In order to calibrate the WBNM Queensland Rational Method calculations were undertaken to determine peak flows at
the downstream site boundary. For the calibration the catchment has been assumed to be in an undeveloped
condition, therefore the calculations and WBNM have been configured with an impervious fraction of zero. The
Rational Method calculations have been estimated for a range of design storm events including the 2, 10, 20, 50 and
100 year ARI in accordance with Council’s DDPSP as well as QUDM (2007).
Time of Concentration
The time of concentration (tc) is an input parameter to derive relevant rainfall intensity to adopt in the Rational Method
calculation. Given the size of the site catchment and condition of the main flow path the tc has been determined
following a methodology consistent with the procedure for ’(c) Bush/and catchments to small to allow the formation of a
creek with defined bed and banks.’ as per Section 4.06.3 of QUDM (2007).The following travel time components were
calculated to derive the tc:
. Friend’s Equation (Section 4.06 of QUDM). This is the preferred QUDM method to derive overland sheet
flow time, based on existing site slopes, surface roughness and length of flow path; and
. Concentrated overland flow time based on assumed channel flow velocity of 1 m/s within the
environmental corridor
Rainfall Data
Intensity Frequency Duration (IFD)data for the Rational Method calculations were sourced from Noosa Shire Council’s
Rainfall/ntensity Chart as per Council’s DDPSP.
Runoff Coefficients
As sated in Section 3.2.4 the fraction impervious for the calibration of the WBNM has been set to zero. The C10 value
for the site catchment has therefore been set to 0.7 in accordance with Table 4.05.3(b) of QUDM (2007). Frequency
Factors (Fy)from Table 4.05.2 of QUDM (2007) were then applied to determine the coefficients for the remaining
design storms.
Peak F/ows
Peak flows from the WBNM model configured for the calibration (zero percentage impervious for each sub-catchment)
and the Queensland Rational Method calculations are presented in Table 3.6. Detailed Rational Method calculations
are presented in Appendix A.
Table 3.6: Peak Flows for Calibration of WBNM
Peak Flow (m3/s)
ARI
QRM WBNM
2 0.98 0.84
5 1.36 1.33
10 1.61 1.64
20 1.92 2.08
50 2.53 2.48
100 2.85 2.93
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The results indicate that the WBNM produces peak flows that are generally consistent with those determined by the
Queensland Rational Method. While the 2 year ARI flows from the WBNM are lower than calculated by the Rational
Method its significance on major flows within the environmental corridor and the immunity of proposed residential
allotments is negligible.
The adopted lag parameter, initial and continuing losses and configuration of the WBNM is therefore considered
appropriate.
3.2.5 Existing Peak Flows
The existing scenario WBNM, configured with the fraction impervious values as presented in Table 3.1, was run. The
results of the existing scenario WBNM and comparison to peak flows determined at the same location by JF&P (2008)
are presented in Table 3.7 below.
Table 3.7: Existing Scenario Peak Flows
Peak Flow (m3/s)
ARI
Existing WBNM JF&P (2008)*
2 0.89 0.91
5 1.42 1.28
10 1.75 1.51
20 2.20 1.83
50 2.61 2.32
100 3.07 2.64
*
-
Refer to Table 6 of JF&P (2008)report
The results indicate that the peak flows from the WBNM in general are slightly higher than those previously calculated
by JF&P. As the slightly higher peak flows will result in more conservative results (both in post-development peak
flows and sizing of detention storages) the existing scenario results are considered to be appropriate.
3.3 Developed Scenario Model
Under the developed conditions sub-catchments B, C1 and C2 are to be developed with residential lots and road with
open space reserved along the environmental corridor. Works requird to Sea Eagle Drive will also divert minor design
storm flows from a small external catchment into the site.
The WBNM was therefore configured and run with the developed scenario sub-catchment areas and fraction
impervious vales as presented in Table 3.2. A diversion was incorporated into the model to direct flows greater than
the minor design storm (5 year ARI) around the downstream site sub-catchments. No other changes to the model
were made from the existing scenario configuration. The results from the developed scenario are presented in Table
3.8 below.
Table 3.8: Developed Scenario Peak Flows
Peak Flow (m3/s)
ARI
Developed WBNM Increase (%)
2 1.81 103
5 2.53 78
10 2.96 69
20 3.55 61
50 4.09 57
100 4.67 52
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The developed scenario model results indicate that significant increases in peak flow to the site boundary occur for all
events modelled. Mitigation of the peak flow increases is required in order to ensure no adverse impact will occur on
downstream properties.
3.4 Management Strategy
Two detention storages are proposed to mitigate the increase in peak flows from the site. The two detention basins
are the following:
The Dodonaea Close Basin
The construction of the road embankment across the environmental corridor at Dodonaea Close will effectively detain
flows from the upstream catchment. Flows through an optimally sized culvert underneath the crossing will control
outflows downstream. Design of the crossing is to also ensure overtopping of the road embankment occurs during
high ARI events only, with the depth and velocity of overtopping flow limited to ensure the crossing is still trafficable.
Twigrush Court Bio-Retention Basin
The bio-retention basin at the lower end of Twigrush Court will also capture and detain flows from upstream sub-
catchments C1 and C2. Outflows from the bio-retention basin will be controlled by the bio-retention basin filter and
stormwater drainage field inlet located above the invert of the basin.
Refer to the concept basin designs on Drawing No. N09004.SK26 in Appendix D for details of the proposed detention
storages.
3.5 Mitigated Scenario
The two proposed detention storages have been entered into the WBNM as Outlet Structures. Stage-Storage-
Discharge relationships have been used to model the change in water surface level and outflow from each detention
storage. The configuration for each detention storage is summarised below in Table 3.9. Refer to Appendix B for
detailed calculations used to generate the Stage-Storage-Discharge relationships.
Table 3.9: Detention Storage Configuration Details
Details Dodonaea Close Basin Twigrush Bio.Basin
Basin Invert RL (m.AHD) 9 7.5
Basin Top RL (m.AHD) 12.25 9.6
Storage (m3) 2,520 1,210
1 x 450mm dia RCP, U/S IL 1 x 525mm dia RCP, U/S IL 6.9m.AHD,
9.3m.AHD, D/S IL D/S IL 6.50m.AHD. RCP fed by 900mm x
Outlet Structure 9.15m.AHD 900mm field inlet at RL 9.00m.AHD.
2 x 225mm dia RCP, U/S IL 7.8m.AHD.
RCP’s within D/S wall of Bio-Basin.
Road Crown, minimum level 5m Wide Weir at RL 9.3m.AHD
Overflow Weir
11.93m.AHD
The conceptual detention Stage-Storage-Discharge relationships were entered into the WBNM and run to determine
their effectiveness in mitigating the increase in peak flows resulting from the development. The results from the
mitigated scenario model are presented below in Table 3.10.
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Table 3.10: Mitigated Scenario Peak Flows
Peak Flow (m3/s)
ARI Difference (%)from
Mitigated WBNM
Existing Scenario
2 0.91 2
5 1.45 2
10 1.83 5
20 2.29 4
50 2.59 -1
100 2.90 -6
The results confirm that the proposed detention storages are effective in mitigating the increase in peak flows from the
development. While an increase in peak flow still occurs for the 2 to 20 year ARI events, the increases are negligible
(no greater than 5%)and will not be perceivable. Therefore the negligible increases are acceptable. Table 3.11 below
summarises the peak water surface level (WSL)in the detention storages for each ARI. Refer to Appendix B for a
detailed output summary of the mitigated scenario WBNM.
Table 3.11: Maximum Detention Storage WSL’s.
Peak WSL (m.AHD)
ARI
Dodonaea Close Basin Twigrush Bio.Basin
2 10.81 8.95
5 11.32 9.16
10 11.59 9.25
20 11.90 9.35
50 12.04 9.39
100 12.11 9.44
For the Dodonaea Close Basin the road embankment (minimum crest level 11.93m.AHD) is overtopped during the 50
and 100 year ARI peak flows. The depth of overtopping during the 100 year ARI event (180mm)is less than the
maximum 250mm allowed for as specified in Table 7.03.1 of QUDM (2007)to maintain suitable access across the
environmental corridor. The maximum depth of ponding within the Twrigrush Bio-Basin is 1.94m. This is 160mm
below the top of the basin embankment however more then 300mm of freeboard will be provided between the
maximum WSL and proposed lots 136 and 146 adjacent to the basin. Overtopping of the overflow weir has been
limited to events above and including the 50 year ARI, with depth over the weir only 140mm during the 100 year ARI.
3.6 Peak Flows for Hydraulic Analysis
For hydraulic modelling purposes (refer to Section 4) peak flows within the environmental corridor downstream of the
site boundary were determined. The mitigated scenario WBNM was further configured with the areas and fraction
impervious values of the external sub-catchments D1, D2 and D3 and specified in Table 3.3. Peak 100 year ARI flows
determined by the model at each specific location along the environmental corridor are presented below in Table 3.12.
Table 3.12: Peak 100 Year ARI Flows within Environmental Corridor
Location Peak Flow (m3/s) HEC RAS Cross Section Reach Position
A 1.07 348 Top of environmental corridor
B 1.38 274 U/S Dodonaea Road
C 3.11 189 U/S Shire Drive
D 5.18 60 Adjacent Detention Basin
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4.0 HYDRAULIC ANALYSIS
Hydraulic modelling was undertaken using the steady state component of the computer package HEC-RAS (version
4.0) to determine the 100 year ARI flood level and extents of flooding along the environmental corridor and confirm
proposed lot and road levels have appropriate freeboard or an acceptable level of flood immunity.
4.1 Assessment Criteria
The criteria for assessment of the environmental corridor are listed below:
. 300mm of channel freeboard be provided to the proposed lots adjacent to environmental corridor, as per
Table 7.03.1 of QUDM (2007);
. The depth and velocity of flows overtopping Dodonaea Close are limited to the acceptable criteria for
trafficability and access during the 100 year ARI event in accordance with Table 7.03.1 of QUDM (2007);
. All flows to remain within the environmental corridor. No overtopping of banks along the corridor or levees
towards the downstream extent (between cross sections 121 to 90); and
.
Sensitivity Check for Manning’s n = 0.15 to demonstrate that freeboards are adequate and no breeching of
levee banks occur.
4.2 HEC RAS Analysis
The following sections discuss the methodology and assumptions made for the HEC RAS modelling.
4.2.1 Cross Sections
Survey of the site and the adjacent development detention basin was undertaken by RPS (formerly PMM Sunshine
Coast Pty Ltd). From the survey, 15 cross sections were extracted along the environmental corridor and input into
HEC-RAS. The most downstream section (Section 60) was taken through the detention basin on the adjacent
property. The most upstream section (Section 348) was taken just downstream of Beckmans Road. Refer to Drawing
B09182.W.SK02 in Appendix D for locations of the cross sections.
4.2.2 Manning’s Roughness
Manning’s Roughness coefficients used in the HEC-RAS analysis are indicated below in Table 4.1. Roughness values
have been determined from site inspection and aerial photography in accordance with the Brisbane City Council
Natural Channel Guidelines (2003). Roughness values have been entered using the ’Horizontal Variation in n Values’
function in HEC-RAS according to the density of vegetation along each cross section.
Table 4.1: Manning’s Roughness Coefficients used in HEC.RAS Model
Location on Cross Section Manning’s Roughness Description
n
0.05 Beyond environmental corridor
Left & Right Over Bank 0.06 Rock boulder wall
0.035 Block work wall
0.1 Vegetated Areas
Main Channel 0.06 Rock boulder wall
0.035 Block work wall
4.2.3 Boundary Conditions
The boundary conditions at the downstream extents of the model were entered as a ’Known Water Surface’ into
HEC RAS. The 100 year ARI water surface level (of RL 7.6m) was obtained from the JF&P (2008) report (refer
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Appendix C for extract). At the upstream extents of the model the boundary conditions were entered as ’Normal
Depth’ with a slope of 6.0%.
4.2.4 Hydraulic Structures
The outlet pipe and road crown levels determined from modelling the Dodonaea Close detention basin have been
adopted for modelling the crossing within HEC RAS. Refer to Table 3.9 for details of the configuration adopted.
The crossing over the environmental corridor and culverts under Shire Drive were entered into the model using
information adopted from survey.
Refer to Drawing No. B09182.W.SK02 in Appendix 0for further details of the hydraulic structures.
4.2.5 Peak Flows
The peak flows for the 100 year ARI event from Table 3.12 were entered into the model.
4.2.6 Results
The peak 100 year ARI water surface levels and comparison to proposed minimum lot levels are presented below in
Table 4.2. HEC-RAS output results are presented in Appendix C. The water surface levels along the environmental
corridor were used to generate the flood extent lines shown on Drawing No. B09182.W.SK02 in Appendix D.
Table 4.2: Peak 100 Year ARI WSL
HEC.RAS 100 Year ARI Proposed Minimum Location
Cross Section WSL (m.AHD) Lot Level (m.AHD)
348 14.29 17.13 U/S end of corridor
308 12.32 16.87
274 12.03 15.08
252 12.03 NA Upper Twigrush Court intersection
234 12.03 13.68 U/S of Dodonaea Close crossing
213 8.92 12.20 D/S of Dodonaea Close crossing
198 8.66 11.85
166 7.81 11.10
141 7.77 10.40
121 7.75 10.25
101 7.73 9.95
90 7.73 9.95 U/S of Shire Drive crossing
60 7.6 10.42 D/S end of model
. . . .. . . .
Please note adjoIning subdivIsion have less freeboard (existing development) but freeboard sllll >300mm.
As the above results show the proposed lot levels adjacent to the environmental corridor have more than adequate
freeboard (minimum of 1.64m adjacent to Lots 155 and 156) in accordance with QUDM (2007). Flood extents for the
peak 100 year ARI flows are presented on Drawing No. B09182.W.SK02 in Appendix D.
As determined from the hydrological analysis, overtopping of Dodonaea Drive in the 100 year ARI event occurs. The
HEC RAS model results indicate that the level of ponding over the road crown as 100mm (WSL 12.03m.AHD). With
the velocity of overtopping flows determined to be less than 0.4m/s, the Depth-Velocity Product (D.v) is negligible.
Therefore the modelling results indicate Dodonaea Close will be trafficable during the 100 year ARI.
4.2.7 Sensitivity Check
A sensitivity check was undertaken for the channel using a Manning’s value 0.15. Results of this analysis indicate that
flood levels are only slightly higher (maximum difference 120mm at Cross Section166) than those modelled using the
Manning’s values adopted in Table 4.1. Therefore the proposed lot levels provided are adequate. Refer to
Appendix C for HEC RAS output results for the sensitivity check
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5.0 CONCLUSIONS
This Flood Investigation and Stormwater Quantity Management Plan has been prepared to support the Development
Application for Stage C of the proposed ’Doonella’ residential subdivision at Beckmans Road Noosaville.
The report has addressed the management of peak flow increases generated by the site development and flooding
within the proposed environmental corridor.
The outcomes of these investigations are as follows:
.
Hydrological modelling has determined that without mitigation, peak flows at the downstream site boundary
will increase as a result of the proposed development;
A management strategy is proposed to mitigate the increase in peak flows. Designs for two detention
storages, being the embankment across the environmental corridor to form the Dodonaea Road crossing and
the Bio-Retention Basin at the lower end of Twigrush Court, have been modelled. The results indicate the two
detention storages will reduce peak flows to existing values at the site boundary.
.
Using peak flows for the 100 year ARI event (determined as part of the hydrological analysis) flood levels and
extents within the environmental corridor within and downstream of the site have been determined. The
modelling results indicate that more than sufficient freeboard will be provided to proposed allotments.
Furthermore the limited depth and velocity of flows overtopping the Dodonaea Close crossing will ensure it is
trafficable during the 100 year ARI event.
6.0 RECOMMENDATIONS
It is recommended that this Flood Investigation and Stormwater Quantity Management Plan be approved and the
strategies within be incorporated into detailed design. Detailed design and construction drawings are to be undertaken
and submitted with the Operational Works application. Detailed design may result in changes to the proposed
management strategies but the design objectives will be maintained.
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7.0 REFERENCES
JF&P (2008),Site Based Storm water Management Plan Revision B, Beckmans Green, Noosaville;
Brisbane City Council (2003),Natural Channel Guidelines;
Noosa District -
Planning Scheme Policy 5 (2006) Engineering design Standards
- -
Roads, Drainage and
Earthworks;
OUDM (2007).
8.0 DISCLAIMER
This report has been prepared on behalf of and for the exclusive use of Stockland Lake Doonella Pty Ud and is subject
to and issued in accordance with the agreement between Brown Consulting (OLD)Pty Ud.
Our investigation and analysis has been specifically catered for the particular requirements of Stockland Lake Doonella
Pty Ud and may not be applicable beyond this scope. For this reason, any other third parties are not authorised to
utilise this report without further input and advice from Brown Consulting (OLD)Pty Ud.
Brown Consulting (OLD)Pty Ud accepts no liability or responsibility whatsoever for the report in respect of any use of
or reliance upon this report by any third party.
The investigation and analysis has relied on information provided by others. We accept no responsibility for accuracy
of material supplied by others. The accuracy of the investigation, analysis and report is dependent upon the accuracy
of this information.
9.0 APPENDICES
Appendix A: Oueensland Rational Method Calculations
Appendix B: Hydrological Analysis Details & Model Summaries
Appendix C: Hydraulic Analysis Details & Results
Appendix D: Design Plans & Details
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APPENDIX A: QUEENSLAND RATIONAL METHOD
CALCULATIONS
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A: QUEENSLAND RATIONAL METHOD CALCULATIONS -
CALIBRATION OF WBNM
File: H:\B09\150-199\B09182.w\Stormwater\[B09182.w RM.xls]Calibration Model
Date: 29/10/2011
~~Lzy: EE’~1
IFD Ref: IFD_NSC Coastal
IFD Source: Derived from Noosa Shire Council Rainfalllntensizy Curves Coastal (to Foothills) STD. DRG. 9231 (1991)Bureau of Meteorology Chart Noosa Heads (1987)
TIME OF CONCENTRATION CALCULATIONS As per Section 4.06.3 QUDM Method (c)Bushland Catchments too small to allow the formation of a creek with defined bed and banks.
Pipe
Se Slope Diameter Velocity Wetted Area Wetted Perimeter
Equation Type 1 Method Area (ha) Length (km) (%) (mm) (m/s) (m2) (m) Manning’s n Chez’s Coeff tc (min)
9;"38" . I
Equation 4.06 QUDM Friends Equation for Overland Sheet Flow
.
-,’6:i2,.3f".P? -.i.no" r -0;1 ,"
Pn
-
Adopted concentrated flow velocizy f 0136971 [. l’
Total L1LJ
LN!@t f 42 Imin
C10 VALUE
’I \0(mm/hr) Cl0
Enter Fraction Impervious
Table 5.04.2 QUDM ~., 0;00. .’ ’. 73
Adopted c101
0.70
FLOW CALCULATIONS
Equation 4.01 QUDM Queensland Rational Method
-
AdootedT"ImeofCon ntration 42
ARI Cy tc~ A (ha) Q(m%)
2 0.60 63 9.38 0.98
5 0.67 78 9.38 1.36
10 0.70 88 9.38 1.61
20 0.74 100 9.38 1.92
50 0.81 121 9.38 2.53
100 0.84 130 9.38 2.85
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APPENDIX B: HYDROLOGICAL ANALYSIS DETAILS &
MODEL SUMMARIES
B1: Stage-Storage-Discharge Calculations for Dodonaea Close Detention Basin
B2: Stage-Storage-Discharge Calculations for Twigrush Court Bio-Basin
B3: Mitigated Scenario WBNM Output
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File: H:\B091150-199IB09182.wIStormwater\[B09162.w RM.xls]OSD_SSC design DODONAEA
Date: 29/10/2011
User: MS
Note: SSD Relationship for Dodonaea Close Detention Basin
STAGE -
STORAGE RELATIONSHIP FOR WBNM
Stage areas taken from ACAD model
Accumulated
RL Area (m2) Vol. (m3) Vol. (m’)
9 0 0 0
9.25 11 1 1
9.3 20 1 2
9.5 54 7 10
9.75 156 26 36
10 273 54 90
10.25 390 83 172
10.5 520 114 286
10.75 668 148 434
11 645 169 624
11.25 1072 240 663
11.5 1342 302 1165
11.75 1640 373 1536
11.93 1673 316 1654
12 1964 134 1966
12.1 2101 203 2192
12.25 2306 330 2522
OUTLET CALCULATIONS
Bio Filtration Circular Inlet Circular Inlet WEIR WEIR
T e Basin 1 2 BOX2 Overflow 1 Overflow 2
Length
Width
No.
Dia(m)
Height (m)
Area (m2)
Invert Level (R.L)
Inflow Level (R.L)
D/S HGL (R.L)
f (Fig 1.6)
P~ Loss (K)
Hyd Condo (k)(m/hr)
Depth Media d (m)
Perimeter (m)
%0 enin Clear.
STAGE - DISCHARGE RELATIONSHIP FOR WBNM
Accumulated Bio Filtration Circular Inlet Circular Inlet WEIR WEIR
RL Vol.(m~ Basin 1 2 WEIR 1 PIPE 1 PIPE2 BOX 1 BOX 2 Overflow Overflow TOTAL
9 0 0.000 0.000 0.000 0.000 0.00 0.000 0.000 0.000 0.000 0.000 0.000
9.25 1 0.000 0.000 0.000 0.000 0.00 0.000 0.000 0.000 0.000 0.000 0.000
9.3 2 0.000 0.000 0.000 0.000 0.00 0.000 0.000 0.000 0.000 0.000 0.000
9.5 10 0.000 0.000 0.000 0.000 0.05 0.000 0.000 0.000 0.000 0.000 0.046
9.75 36 0.000 0.000 0.000 0.000 0.16 0.000 0.000 0.000 0.000 0.000 0.179
10 90 0.000 0.000 0.000 0.000 0.30 0.000 0.000 0.000 0.000 0.000 0.296
10.25 172 0.000 0.000 0.000 0.000 0.36 0.000 0.000 0.000 0.000 0.000 0.361
10.5 266 0.000 0.000 0.000 0.000 0.42 0.000 0.000 0.000 0.000 0.000 0.416
10.75 434 0.000 0.000 0.000 0.000 0.47 0.000 0.000 0.000 0.000 0.000 0.471
11 624 0.000 0.000 0.000 0.000 0.52 0.000 0.000 0.000 0.000 0.000 0.521
11.25 663 0.000 0.000 0.000 0.000 0.57 0.000 0.000 0.000 0.000 0.000 0.566
11.5 1165 0.000 0.000 0.000 0.000 0.61 0.000 0.000 0.000 0.000 0.000 0.613
11.75 1536 0.000 0.000 0.000 0.000 0.66 0.000 0.000 0.000 0.000 0.000 0.656
11.93 1654 0.000 0.000 0.000 0.000 0.69 0.000 0.000 0.000 0.000 0.000 0.666
12 1966 0.000 0.000 0.000 0.000 0.70 0.000 0.000 0.000 0.154 0.000 0.651
12.1 2192 0.000 0.000 0.000 0.000 0.71 0.000 0.000 0.000 0.582 0.000 1.295
12.25 2522 0.000 0.000 0.000 0.000 0.74 0.000 0.000 0.000 1.502 0.482 2.722
Note:
The following equations have been used to calculate flow capcaties for the
outlet types for each stage:
Sand Fiijer Equation (NSW EPA 1997) Q = A x k(h+d) 1 d
Pipe Flow (M.J.Boyd 1972) Q = 0.421 X gO.5 x Diao.87 x HW,.63 (where HW/Dia 1.2)
<
Q = 0.53 X gO.5 x Dia’.87 x HWO.63 (where HW/Dia 1.2)
>
where g 9.81 m/s2
=
Weir Equation (AR&R Equ. 14.5) Qi=1.66xPxd,.5
Or~ice Equation (AR&R Equ. 14.6) Qi = 0.67 x A x (2g X d)0.5
HGL Calculation (as per Section 5.21 QUDM)
[OCR of page images]
B1: CONCEPT DETENTION BASIN DESIGN CALCULATIONS - DODONAEA CLOSE BASIN
File: H:\B09\150-199\B09182.W\Stormwater\[B09182.W RM.xlsJOSD_SSC design DODONAEA
Date: 29/10/2011
User: MS
Note: SSD Relationship for Dodonaea Close Detention Basin
STAGE - STORAGE RELATIONSHIP FOR WBNM
areas taken from ACAD
RL Area Vol.
OUTLET CALCULATIONS
Bio Filtration] Circular Inlet} Ci WEIR WEIR
Type Basin 1 Overflow 1] Overflow 2!
Length
Width
No.
Dia (m)
Height (m)
Area (m*)
Invert Level (R.L)
Inflow Level (R.L)
D/S HGL (R.L)
f (Fig 1.6)
Pit Loss (K)
Hyd Cond. (k) (m/hr)
Depth Media d (m)
Perimeter (m)
% Opening Clear *
STAGE - DISCHARGE RELATIONSHIP FOR WBNM.
Accumulated | Bio Filtration} Circular Inlet] Circular Inlet} WEIR WEIR
RL Vol. (m°) Basin 4 2 WEIR 4 PIPE 1 PIPE2 BOX 1 BOX 2_| Overflow | Overflow | TOTAL
9 0 0.000 0.000 0.000 0.000 0.00 0.000 0.000 0.000 0.000 0.000 0.000
9.25 1 0.000 0.000 0.000 0.000 0.00 0.000 0.000 0.000 0.000 0.000 0.000
9.3 2 0.000 0.000 0.000 0.000 0.00 0.000 0.000 0.000 0.000 0.000 0.000
9.5 10 0.000 0.000 0.000 0.000 0.05 0.000 0.000 0.000 0.000 0.000 0.048
9.75 36 0.000 0.000 0.000 0.000 0.18 0.000 0.000 0.000 0.000 0.000 0.179
10 90 0.000 0.000 0.000 0.000 0.30 0.000 0.000 0.000 0.000 0.000 0.298
10.25 172 0.000 0.000 0.000 0.000 0.36 0.000 0.000 0.000 0.000 0.000 0.361
10.5 286 0.000 0.000 0.000 0,000 0.42 0.000 0.000 0.000 0.000 0.000 0.418
10.75 434 0.000 0.000 0.000 0.000 0.47 0.000 0.000 0.000 0.000 0.000 0.471
ah 624 0.000 0.000 0.000 0.000 0.52 0.000 0.000 0.000 0.000 0.000 0.521
11.25 863 0.000 0.000 0.000 0.000 0.57 0.000 0.000 0.000 0.000 0.000 0.568
11.5 1165 0.000 0.000 0.000 0.000 0.61 0.000 0.000 0.000 0.000 0.000 0.613
11.75 1538 0.000 0.000 0.000 0.000 0.66 0.000 0.000 0.000 0.000 0.000 0.656
11.93 1854 0.000 0.000 0.000 0.000 0.69 0.000 0.000 0.000 0.000 0.000 0.686
12 1988 0.000 0.000 0.000 0.000 0.70 0.000 0.000 0.000 0.154 0.000 0.851
124 2192 0.000 0.000 0.000 0.000 0.71 0.000 0.000 0.000 0.582 0.000 1.295
12.25 2522 0.000 0.000, 0.000 0.000, 0.74 0.000, 0.000 0.000 1.502 0.482 2.722
Note:
The following equations have been used to calculate flow capcaties for the
outlet types for each stage:
Sand Filter Equation (NSW EPA 1997) Q=Axk(h+d)/d
Pipe Flow (M.J.Boyd 1972) Q=0,421 x g®® x Dia®®” x HW'® (where HW/Dia < 1.2)
Q=0.53 x g®* x Dia®” x HW°** (where HW/Dia > 1.2)
where g = 9.81m/s*
Weir Equation (AR&R Equ. 14.5) Qi= 1.66 x Pxd'®
Orifice Equation (AR&R Equ. 14.6) Qi = 0.67 x Ax (2g x d)°>
HGL Calculation (as per Section 5.21 QUDM)
Page 31
B2: CONCEPT DETENTION BASIN DESIGN CALCULATIONS -
TWIGRUSH BIO-BASIN
File: H:\809\150-199\B09182.w\Stormwater\[B09182.w RM.xls)OSD_SSC design TWIG RUSH
Date: 29/10/2011
User: MS
Note: SSD Relationship for Twigrush Bio Retention Basin
STAGE - STORAGE RELATIONSHIP FOR WBNM
StaQe areas taken from ACAD model
Accumulated
RL Area (m2) Vol. (m3) Vol. (m3)
7.5 468 0 0
7.75 471 117 117
7.9 539.4 76 193
8 585 56 249
8.2 589 117 367
8.25 590 147 .
396
8.4 593 89 485
8.5 595 59 545
8.75 601 150 694
9 608 151 845
9.1 610.8 61 906
9.25 615 92 998
9.3 616.6 31 1029
9.5 623 124 1153
9.6 .626.2 62 1215
Circular Circular
Inlet 1 Inlet 2
No.
Dia(m)
Height(m)
Area (m2)
Invert Level (RL)
Inflow Level (RL)
D/S HGL (RL)
(Fig 1.6)
Pit Loss (I<)
Hyd Condo (k)(m/hr)
Depth Media d (m)
Perimeter (m)
STAGE - DISCHARGE RELATIONSHIP FOR WBNM
Accumulated Bio Filtration Circular Circular WEIR
RL VOI.(m") Basin Inlet 1 Inlet 2 WEIR1 PIPE 1 PIPE2 Overflow TOTAL
7.5 0 0.023 0.000 0.000 0.000 0.000 0.000 0.000 0.000
7.75 117 0.033 0.000 0.000 0.000 0.000 0.000 0.000 0.033
7.9 193 0.039 0.000 0.000 0.000 0.000 0.017 0.000 0.056
8 249 0.043 0.000 0.000 0.000 0.000 0.052 0.000 0.095
8.2 367 0.051 0.000 0.000 0.000 0.000 0.115 0.000 0.165
8.25 396 0.053 0.000 0.000 0.000 0.000 0.123 0.000 0.176
8.4 485 0.059 0.000 0.000 0.000 0.000 0.148 0.000 0.206
8.5 545 0.062 0.000 0.000 0.000 0.000 0.163 0.000 0.225
8.75 694 0.072 0.000 0.000 0.000 0.000 0.198 0.000 0,270
9 845 0.082 0.000 0.000 0.000 0.000 0.229 0.000 0.311
9.1 906 0.086 0.000 0.000 0.189 0.864 0.241 0.000 0.515
9.25 998 0.092 0.000 0.000 0.601 0.897 0.258 0.000 0.950
9.3 1029 0.094 0.000 0.000 0.658 0.908 0.263 0.000 1.015
9.5 1153 0.101 0.000 0.000 0.850 0.952 0.285 0.742 1.979
Note:
The following equations have been used to calculate flow capcaties for the
outlet types for each stage:
Sand Filter Equation (NSW EPA 1997) o ;A x k(h+d) 1 d
Pipe Flow (M.J.Boyd 1972) 0;0.421 X gO.5 x Diao.87 x HW1.63 (where HW/Dia < 1.2)
1.87
0;0.53 X gO.5 x Dia x HWO.63 (where HW/Dia > 1.2)
where g ; 9.81 m/s2
Weir Equation (AR&R Equ. 14.5) Oi ;1.66 x P x d1.5
Orifice Equation (AR&R Equ. 14.6) Oi ;0.67 x A x (2g X d)0.5
HGL Calculation (as per Section 5.21 OUDM)
Page 32
Flood Investigation & Storm water Quantity Management Plan BROWN
Proposed Residential Development at Doonella Stage C -
Snutrt U’bter
B3: Mitigated Scenario WBNM Output
Note only Storms producing peak flows at site boundary presented.
#####START_QA_SUMMARY_FILE##############################################
C:\working\Doonella\miti.wbn
program run at 17:55 on 16 11 2011 (ddmmyy)
Your organisation
organisations specialisation
Street Address
City Address
State Address
Country
zipcode
phone Number
Fax Number
Your email address
Default user name
wbnm. ifd
out_metafile= T
out_culverts= F
out_scourable= F
sum_catchments= T
sum_volumes= T
sum_outlet_structures= T
sum_local_structures= T
_sum_subareas= F
sum_depths= F
sum_Qpeaks= T
sum_Tpeaks= T
sum_multiStorms= F
dbg_run= F
dbg_echo= F
dbg_edit= F
dbg_ifd= F
trig_flowmin=
#####START_PREAMBLE_BLOCK##########I###########I###########1###########1
project Number: B09182.w
project Description: Donella Stage C
WBNM for peak flow mitigation analysis
RUNFILE: C:\working\Doonella\miti.wbn
DES Storm ARI (Env ARI): 2() 2() 20 50 50 50 100 100
100
DES Burst Dura (Env Dura): 600 900 1200 600 900 1200 600 900
1200
Constructed using iWBNM_2006
Max 8 lines of text
#####END_PREAMBLE_BLOCK############1 ###########1 ###########1###########1
#####START_STATU S_B LOCK############ 1 ###########1 ###########1###########1
last edited on 16/11/2011 5:55:28 PM
by Matthew Starr
2003_v103
#####END_STATUS_BLOCK##############1 ########### 1###########1###########1
#####START_DISPLAY_BLOCK###########1 ########### 1###########1###########1
5175.6 1714.4 5400.6 897.2
none
0.0 0.0 0.0 0.0 0.0 0.0
#####END_DISPLAY_BLOCK#############I###########I###########1###########1
#####START_TOPOLOGY_BLOCK##########1 ########### 1###########1###########1
12
A 5237.5 897.2 5175.6 967.3 B1
B1 5176.4 1040.2 5227.4 1098.0 Dodonaea
B09182.W-02A
Page 33
Flood Investigation & Stormwater Quantity Management Plan BROWN
s",.,.,lfi#r
Proposed Residential Development at Doonella Stage C
-
oodonaea 5227.4 1098.0 5227.4 1098.0 B2
B2 5216.6 1714.4 5303.7 1180.8 01
C1 5216.6 1214.4 5303.7 1180.8 TWigrush
c3 5220.0 1479.0 5220.0 1460.0 C2
c2 5235.1 1333.3 5304.1 1204.7 TWi grush
TWigrush 5315.0 1200.3 5315.0 1200.3 01
03 5364.2 911.3 5391.5 966.2 02
01 5318.6 1147.0 5315.0 1200.3 02
02 5400.6 1040.9 5322.2 1270.5 OUT
OUT 5322.2 1250.5 5322.2 1250.5 SINK
#####ENO_TOPOLOGY_BLOCK############I ########### 1###########1###########1
#####START_SURFACES_BLOCK##########I ########### 1###########1###########1
0.77
-99.90
A 2.42 18.0 1.80 0.10
B1 3.46 53.0 1.80 0.10
oodonaea 0.00 0.0 1.80 0.10
B2 1.55 48.0 1.80 0.10
C1 1.61 65.0 1.80 0.10
C3 0.18 80.0 1.80 0.10
C2 1.73 70.0 1.80 0.10
TWigrush 0.00 0.0 1.80 0.10
03 1.82 26.0 1.80 0.10
01 0.43 46.0 1.80 0.10
02 4.99 62.0 1.80 0.10
OUT 0.00 0.0 1.80 0.10
#####ENO_SURFACES_BLOCK############I###########I###########1###########1
#####START_FLOWPATHS_BLOCK#########I###########I###########I###########1
9
B1
#####ROUTING
1.00
oodonaea
#####ROUTING
1.00
B2
#####ROUTING
1.00
C1
#####ROUTING
1.00
C2
#####ROUTING
1.00
TWigrush
#####ROUTING
1.00
01
#####ROUTING
1.00
02
#####ROUTING
1.00
OUT
#####ROUTING
1.00
#####ENO_FLOWPATHS_BLOCK###########1 ########### 1########### 1###########1
#####START_LOCAL_STRUCTURES_BLOCK##I ########### 1###########1###########1
o
#####ENO_LOCAL_STRUCTURES_BLOCK####1 ########### 1###########1###########1
#####START_OUTLET_STRUCTURES_BLOCK#1 ########### 1###########1###########1
4
#####START_OUTLET_STRUCTURE#l
retaining wall with culvert outlets
#####LOCATEO_AT_Oodonaea
B09182.W-02A
[OCR of page images]
Flood Investigation & Stormwater Quantity Management Plan BROWN
Proposed Residential Development at Doonella - Stage C Smart Water
Dodonaea 5227.4 1098.0 5227.4 1098.0 B2
B2 5216.6 1714.4 5303.7 1180.8 D1
a 5216.6 1214.4 5303.7 1180.8 Twigrush
3 5220.0 1479.0 5220.0 1460.0 2
2 5235.1 1333.3 5304.1 1204.7 Twigrush
Twigrush 5315.0 1200.3 5315.0 1200.3 D1
D3 5364.2 911.3 5391.5 966.2 D2
pl 5318.6 1147.0 5315.0 1200.3 2
p2 5400.6 1040.9 5322.2 1270.5 ouT
out 5322.2 1250.5 5322.2 1250.5 SINK
| | |
#####END_TOPOLOGY_BLOCK:
##4##4#START_SURFACES_BLOCK: | | |
0.77
-99.90
A 2.42 18.0 1.80 0.10
B1 3.46 53.0 1.80 0.10
Dodonaea 0.00 0.0 1.80 0.10
B2 1.55 48.0 1.80 0.10
cl 1.61 65.0 1.80 0.10
c3 0.18 80.0 1.80 0.10
C2 1.73 70.0 1.80 0.10
Twigrush 0.00 0.0 1.80 0.10
D3 1.82 26.0 1.80 0.10
D1 0.43 46.0 1.80 0.10
D2 4.99 62.0 1.80 0.10
OUT 0.00 0.0 1.80 0.10
|
#####END_SURFACES_BLOCK:
##4##4#START_FLOWPATHS_BLOCK: |
9
B1
‘#4EROUTING
1.00
Dodonaea
| #4HHFROUTING
1.00
B2
##HROUTING
| 1.00
c1
‘##44ROUTING
1.00
c2
##HHHEROUTING
1.00
Twigrush
###HHROUTING
1.00
D1
#HAHHROUTING
1.00
D2
#HHHFROUTING
1.00
OUT
#HAHHROUTING
1.00
#4HHEHEND_FLOWPATHS_BLOCK: | |
#####START_LOCAL_STRUCTURES_BLOCK### | ###HHAHHHHH | dHHHEHHHHHE | HHA |
0
#4HHHEND_LOCAL_STRUCTURES_BLOCK###### | #HEHHHAHHHET | HEHEHE? | HAHAHAHA |
#####START_OUTLET_STRUCTURES_BLOCK¢ | ##HHHAHHHHH | dHHHHHBAHHHE | HABA |
4
#HHHHS TART_OUTLET_STRUCTURE#1
retaining wall with culvert outlets
##4##4LOCATED_AT_Dodonaea
B09182.W-02A
Page 34
Flood Investigation & Stormwater Quantity Management Plan BROWN
Proposed Residential Development at Doonella Stage C
-
Snutrt~
#####H_S_Q
#####START_OUTLET_OETA1LS
1
#####HSQ
1.00 0.00
#####01RECTEO_TO_B2
TOP
0.00
#####ENO_OUTLET_OETA1LS
#####START_BAS1N_OETA1LS
17
9.000 0.000 0.000
9.250 0.001 0.000
9.300 0.002 0.000
9.500 0.010 0.050
9.750 0.036 0.180
10.000 0.090 0.300
10.250 0.172 0.360
10.500 0.286 0.420
10.750 0.434 0.470
11.000 0.624 0.520
11.250 0.863 0.570
11.500 1.165 0.610
11.750 1.538 0.660
11.930 1.854 0.690
12.000 1.988 0.850
12.100 2.192 1.300
12.250 2.522 2.720
9.20
0.00
1.00
#####ENO_BAS1N_OETA1LS
#####ENO_OUTLET_STRUCTURE#l
#####START_OUTLET_STRUCTURE#2
diversion only
#####LOCATEO_AT_B2
#####H_5_Q
#####START_OUTLET_OETA1LS
1
#####HSQ
1.00 0.00
#####01R ECTEO_TO_01
BOTTOM
0.00
#####ENO_OUTLET_OETA1LS
#####START_BAS1N_OETA1LS
4
0.000 0.000 0.000
1.000 0.000 1.000
2.000 0.000 10.000
3.000 0.000 100.000
0.00
0.00
1.00
#####ENO_BAS1N_OETA1LS
#####ENO_OUTLET_STRUCTURE#2
#####START_OUTLET_STRUCTURE#3
within the bio basin
#####LOCATEO_AT_TWigrush
#####H_S_Q
#####START_OUTLET_OETA1LS
1
#####HSQ
1.00 0.00
#####01RECTEO_TO_ol
BOTTOM
0.00
#####ENO_OUTLET_OETA1LS
#####START_BAS1N_OETA1LS
14
7.500 0.000 0.000
7.750 0.117 0.030
7.900 0.193 0.060
B09182.w-02A
[OCR of page images]
Flood Investigation & Stormwater Quantity Management Plan BROWN
Proposed Residential Development at Doonella - Stage C Smart Water
##HHHH_S_Q
#HHHSTART_OUTLET_DETAILS
1
HHHAHSQ
1.00 0.00
##HHHDIRECTED_TO_B2
TOP
0.00
#HHHHEND_OUTLET_DETAILS
#HHEHHSTART_BASIN_DETAILS
17
9.000 0.000 0.000
9.250 0.001 0.000
9.300 0.002 0.000
9.500 0.010 0.050
9.750 0.036 0.180
10.000 0.090 0.300
10.250 0.172 0.360
10.500 0.286 0.420
10.750 0.434 0.470
11.000 0.624 0.520
11.250 0.863 0.570
11.500 1.165 0.610
11.750 1.538 0.660
11.930 1.854 0.690
12.000 1.988 0.850
12.100 2.192 1.300
12.250 2.522 2.720
9.20
0.00
1.00
#HHHHEND_BASIN_DETAILS
##444END_OUTLET_STRUCTURE#1
dHERHHS TART_OUTLET_STRUCTURE#2
diversion only
##HHHLOCATED_AT_B2
HHHHHH_S_Q
###H4START_OUTLET_DETAILS
1
#HHHHHSQ
1.00 0.00
####4DIRECTED_TO_D1
BOTTOM
0.00
###H##END_OUTLET_DETAILS
#####START_BASIN_DETAILS
4
0.000 0.000 0.000
1.000 0.000 1.000
2.000 0.000 10.000
3.000 0.000 100.000
0.00
0.00
1.00
##4###END_BASIN_DETAILS
###4HEND_OUTLET_STRUCTURE#2
###HHSTART_OUTLET_STRUCTURE#3
within the bio basin
#4HHHLOCATED_AT_Twigrush
#HHHHH_S_Q
#####START_OUTLET_DETAILS
1
HAHHHSQ
1.00 0.00
##444DIRECTED_TO_D1
BOTTOM
0.00
##444HEND_OUTLET_DETAILS
###H#H#START_BASIN_DETAILS
14
7.500 0.000 0.000
7.750 0.117 0.030
7.900 0.193 0.060
B09182.W-02A
Page 35
r----~
Flood Investigation & Stormwater Quantity Management Plan BROWN
S~lfitlrr
Proposed Residential Development at Doonella -
Stage C
8.000 0.249 0.100
8.200 0.367 0.170
8.250 0.396 0.180
8.400 0.485 0.210
8.500 0.545 0.230
8.750 0.694 0.270
9.000 0.845 0.310
9.100 0.906 0.520
9.250 0.998 0.950
9.300 1.029 1.020
9.500 1.153 1.980
7.50
0.00
1.00
#####END_BASIN_DETAILS
#####END_OUTLET_STRUCTURE#3
#####START_OUTLET_STRUCTURE#4
diversion of flows higher than minor design storm
#####LOCATED-AT_C3
#####H_S_Q
#####START_OUTLET_DETAILS
2
#####HSQ
1.00 0.00
#####DIRECTED_TO_C2
TOP
0.00
#####HSQ
1.00 0.00
#####DIRECTED_TO_OUT
BOTTOM
0.00
#####END_OUTLET_DETAILS
#####START_BASIN_DETAILS
4
0.000 0.000 0.000 0.000
1.000 0.000 0.080 0.000
2.000 0.000 0.080 0.080
3.000 0.000 0.080 10.000
0.00
0.00
1.00
#####ENO_BASIN_DETAILS
#####END_OUTLET_STRUCTURE#4
#####END_OUTLET_STRUCTURES_8LOCK###I###########I###########I###########1
#####START_5TORM_BLOCK#############I###########I###########I###########1
18
#####START_STORM#l
2 Year ARI 60 Mins Duration DESIGN STORM
2.00
2.00
#####START_DESIGN_RAIN
2 60 1.00
IFD_COEFFS_IN_THIS_FILE
1
Q_8eckmans 3UNKNOWN 0.00 0.00 27.00 52.03 10.34 3.46
93.95 24.00 8.66 4.40 17.60 0.11 1400.00 25 0.87 (-
26.41,153.03)
#####END_DESIGN_RAIN
#####START_CALC_RAINGAUGE_WEIGHTS
#####END_CALC_RAINGAUGE_WEIGHTS
#####START_LOSS_RATES
A 25.00 2.50 1.00
B1 25.00 2.50 1.00
Dodonaea 25.00 2.50 1.00
B2 25.00 2.50 1.00
C1 25.00 2.50 1.00
C3 25.00 2.50 1.00
C2 25.00 2.50 1.00
TWigrush 25.00 2.50 1.00
03 25.00 2.50 1.00
B09182.w-02A
[OCR of page images]
Flood Investigation & Stormwater Quantity Management Plan
Proposed Residential Development at Doonella - Stage C
BROWN
Smart Water
8.000 0.249 0
8.200 0.367 0
8.250 0.396 0
8.400 0.485 0
8.500 0.545 0
8.750 0.694 0
9.000 0.845 0
9.100 0.906 0
9.250 0.998 0
9.300 1.029 1
9.500 1,153 iL
7.50
0.00
1.00
##HHHIEND_BASIN_DETAILS
#####END_OUTLET_STRUCTURE#3
#HEHHEES TART_OUTLET_STRUCTURE#4
+100
-170
-180
-210
+230
+270
.310
+520
«950
+020
+980
diversion of flows higher than minor design storm
###HHLOCATED_AT_C3
#HHHHH_S_Q
#HEHHESTART_OUTLET_DETAILS
2
JHHHHSQ
1.00 0.00
#HHHDIRECTED_TO_C2
TOP
0.00
#HHHHHSQ
1.00 0.00
##444DIRECTED_TO_OUT
BOTTOM
0.00
####4END_OUTLET_DETAILS
#H4HHESTART_BASIN_DETAILS
4
0.000 0.000 0.
1.000 0.000 0.
2.000 0.000 0.
3.000 0.000 0.
0.00
0.00
1.00
#4444END_BASIN_DETAILS
##44#END_OUTLET_STRUCTURE#4
000
080
080
080
0.000
0.000
0.080
10.000
#####END_OUTLET_STRUCTURES_BLOCK##4+# | ##4}#HHHHHH | ##HHHHHHHHH | HAHAHAHA |
#H4HESTART_STORM_BLOCK:
18
#HHHS TART_STORM#L
2 Year ARI 60 Mins Duration DESIGN STORM
2.00
2.00
###H#HSTART_DESIGN_RAIN
2 60 1.00
IFD_COEFFS_IN_THIS_FILE
1
Q_Beckmans 3UNKNOWN
93.95 24.00 8.66
26.41,153.03)
##4##4END_DESIGN_RAIN
#HHHEES TART_CALC_RAINGAUGE_WEIGHTS
#4HHEND_CALC_RAINGAUGE_WEIGHTS
dHEFHHSTART_LOSS_RATES.
A 25.00 2
B1 25.00 2
Dodonaea 25.00 2
B2 25.00 2
cl 25.00 2
C3 25.00 2
c2 25.00 2
Twigrush 25.00 2
D3 25.00 2
+50
-50
«50
+50
+50
+50
-50
-50
.50
4.40
PRPPRPRPRPRBERB
00 0.00
17.60
-00
-00
-00
-00
00
-00
.00
.00
-00
0.11
27.00
1400.00
52.03
3.46
0.87 (-
B09182.W-02A
Page 36
Flood Investigation & Storm water Quantity Management Plan BROWN
Proposed Residential Development at Doonella Stage C -
SmilrtUizter
D1 25.00 2.50 1.00
D2 25.00 2.50 1.00
OUT 25.00 2.50 1.00
#####END_LOSS_RATES
#####START_RECORDED_HYDROGRAPHS
o
#####END_RECORDED_HYDROGRAPHS
#####START_IMPORTED_HYDROGRAPHS
o
#####END_IMPORTED_HYDROGRAPHS
#####END_STORM#l
#####START_RESULTS_STORM_l
#####START_CATCHMENT_SUMMARY############################################
Catchment area (hectares) 18.18
Impervious percent (%) 50.46
Rainfall depth (mm) 51.70
Excess rainfall (mm) 38.02
Calc. runoff depth (mm) 37.88 -
from bottom subarea
Reed. runoff depth (mm) 0.00 -
from bottom subarea
Calc. peak discharge (m3/s) 1.698 -
from bottom subarea
Reed. peak discharge (m3/s) 0.000 -
from bottom subarea
#####END_CATCHMENT_SUMMARY##############################################
#####START_VOLUME_SUMMARY#######################################################################
SUBAREA DIRECTED IMPORTED LOCAL LOCAL DIRECTED IMPORTED OUTFLOW BALANCE
TO TOP TO TOP PERVIOUS IMPERVIOUS TO BOTTOM TO BOTTOM
(volumes in thousands m3)
A
0.000 0.000 0.495 0.220 0.000 0.000 0.715 0.000
B1
0.715 0.000 0.405 0.929 0.000 0.000 2.047 0.002
Dodonaea
2.047 0.000 0.000 0.000 0.000 0.000 2.046 0.001
B2
2.053 0.000 0.200 0.377 0.000 0.000 2.621 0.009
C1
0.000 0.000 0.140 0.532 0.000 0.000 0.672 0.000
c3
0.000 0.000 0.009 0.072 0.000 0.000 0.081 0.000
C2
0.081 0.000 0.129 0.613 0.000 0.000 0.821 0.002
TWigrush
1.493 0.000 0.000 0.000 0.000 0.000 1.493 0.000
D3
0.000 0.000 0.336 0.240 0.000 0.000 0.576 0.000
D1
0.000 0.000 0.058 0.100 4.136 0.000 4.294 0.000
D2
4.870 0.000 0.473 1.567 0.000 0.000 6.888 0.023
OUT
6.888 0.000 0.000 0.000 0.000 0.000 6.888 0.000
#####END_VOLUME_SUMMARY#########################################################################
#####START_PEAK_SUMMARY###############################################################
SUBAREA OUT_STR STREAM STREAM LOCAL LOCAL DIRECTED OUTLET_STRUCTURE
l=exist TOP BOTTOM PERVIOUS IMPERVIOUS TO BOTTOM INFLOW OUTFLOW
i ncl udi ng including
imported to imported to
TOP BOTTOM
(Discharges in m3/s)
A 0 0.000 0.000 0.218 0.161 0.000 0.289 0.289
B1 0 0.289 0.228 0.187 0.638 0.000 0.830 0.830
Dodonaea 1 0.830 0.830 0.000 0.000 0.000 0.830 0.482
B2 1 0.482 0.477 0.105 0.270 0.000 0.631 0.631
C1 0 0.000 0.000 0.078 0.375 0.000 0.431 0.431
C3 1 0.000 0.000 0.009 0.055 0.000 0.063 0.063
C2 0 0.063 0.034 0.072 0.430 0.000 0.512 0.512
TWigrush 1 0.943 0.943 0.000 0.000 0.000 0.943 0.302
D3 0 0.000 0.000 0.161 0.175 0.000 0.270 0.270
D1 0 0.000 0.000 0.036 0.076 0.913 0.979 0.979
D2 0 1.217 1.082 0.211 1.047 0.000 1.698 1.698
B09182.w-02A
[OCR of page images]
Flood Investigation & Stormwater Quantity Management Plan
Proposed Residential Development at Doonella - Stage C
BROWN
Smart Water
D1 25.00 2.50
D2 25.00 2.50
OUT 25.00 2.50
#4444END_LOSS_RATES
#####START_RECORDED_HYDROGRAPHS
0
#####END_RECORDED_HYDROGRAPHS
##HHHES TART_IMPORTED_HYDROGRAPHS
0
#####END_IMPORTED_HYDROGRAPHS
####4END_STORM#1
#HHHHISTART_RESULTS_STORM_1
1.00
1.00
1.00
###H4START_CATCHMENT_ SUMMARY 4H HHH AA
Catchment area (hectares) = 18.18
Impervious percent (%) = 50.46
Rainfall depth (mm) = 51.70
Excess rainfall (mm) = 38.02
Calc. runoff depth (mm) = 37.88 - from bottom subarea
Recd. runoff depth (mm) = 0.00 - from bottom subarea
Calc. peak discharge (m3/s) = 1.698 - from bottom subarea
Recd. peak discharge (m3/s) = 0.000 - from bottom subarea
#4#4###END_CATCHMENT_SUMMARY3
#4HEHHS TART_VOLUME_SUMMARY%
SUBAREA DIRECTED IMPORTED LOCAL LOCAL DIRECTED IMPORTED OUTFLOW BALANCE
TO TOP TO TOP PERVIOUS IMPERVIOUS TO BOTTOM TO BOTTOM
(Volumes in thousands m3)
A
0.000 0.000 0.495 0.220 0.000 0.000 0.715 0.000
Bl
0.715 0.000 0.405 0.929 0.000 0.000 2.047 0.002
Dodonaea
2.047 0.000 0.000 0.000 0.000 0.000 2.046 0.001
B2
2.053 0.000 0.200 0.377 0.000 0.000 2.621 0.009
cl
0.000 0.000 0.140 0.532 0.000 0.000 0.672 0.000
c3
0.000 0.000 0.009 0.072 0.000 0.000 0.081 0.000
c2
0.081 0.000 0.129 0.613 0.000 0.000 0.821 0.002
Twigrush
1.493 0.000 0.000 0.000 0.000 0.000 1.493 0.000
D3
0.000 0.000 0.336 0.240 0.000 0.000 0.576 0.000
D1
0.000 0.000 0.058 0.100 4.136 0.000 4.294 0.000
D2
4.870 0.000 0.473 1.567 0.000 0.000 6.888 0.023
OUT
6.888 0.000 0.000 0.000 0.000 0.000 6.888 0.000
###44END_VOLUME_SUMMARY
##HHS TART_PEAK_SUMMARY
SUBAREA OUT_STR STREAM STREAM LOCAL LOCAL DIRECTED OUTLET_STRUCTURE
1=exist TOP BOTTOM PERVIOUS IMPERVIOUS TO BOTTOM INFLOW OUTFLOW
including including
‘imported to imported to
TOP BOTTOM
(Discharges in m3/s)
A 0 0.000 0.000 0.218 0.161 0.000 0.289 0.289
Bl 0 0.289 0.228 0.187 0.638 0.000 0.830 0.830
Dodonaea 1 0.830 0.830 0.000 0.000 0.000 0.830 0.482
B2 1 0.482 0.477 0.105 0.270 0.000 0.631 0.631
cl 0 0.000 0.000 0.078 0.375 0.000 0.431 0.431
c3 1 0.000 0.000 0.009 0.055 0.000 0.063 0.063
c2 0 0.063 0.034 0.072 0.430 0.000 0.512 0.512
Twigrush 1 0.943 0.943 0.000 0.000 0.000 0.943 0.302
D3 0 0.000 0.000 0.161 0.175 0.000 0.270 0.270
D1 0 0.000 0.000 0.036 0.076 0.913 0.979 0.979
D2 0 1.217 1.082 0.211 1.047 0.000 1.698 1.698
B09182.W-02A
Page 37
Flood Investigation & Storm water Quantity Management Plan BROWN
s",_,lfiter
Proposed Residential Development at Doonella -
Stage C
OUT 0 1.698 1.698 0.000 0.000 0.000 1.698 1.698
#####END_PEAK-SUMMARY#################################################################
#####START_TIME-SUMMARY#########################################################
SUBAREA OUT_STR STREAM STREAM LOCAL LOCAL DIRECTED OUTLET_STRUCTURE
l=exist TOP BOTTOM PERVIOUS IMPERVIOUS TO BOTTOM INFLOW OUTFLOW
(Times in minutes)
A 0 0.0 0.0 35.0 25.0 0.0 35.0 35.0
B1 0 35.0 45.0 35.0 25.0 0.0 25.0 25.0
Dodonaea 1 25.0 25.0 0.0 0.0 0.0 25.0 48.3
B2 1 48.3 55.0 35.0 25.0 0.0 35.0 35.0
C1 0 0.0 0.0 35.0 25.0 0.0 25.0 25.0
C3 1 0.0 0.0 25.0 25.0 0.0 25.0 25.0
C2 0 25.0 30.0 35.0 25.0 0.0 25.0 25.0
TWigrush 1 25.0 25.0 0.0 0.0 0.0 25.0 46.7
03 0 0.0 0.0 35.0 25.0 0.0 25.0 25.0
01 0 0.0 0.0 30.0 25.0 35.0 35.0 35.0
02 0 35.0 46.7 35.0 25.0 0.0 35.0 35.0
OUT 0 35.0 35.0 0.0 0.0 0.0 35.0 35.0
#####END_TIME-SUMMARY###########################################################
#####START_OUTLET_STRUCTURE-SUMMARY######################################
SUBAREA INITIAL INFLOW OUTFLOW FINAL BALANCE
STORAGE STORAGE
(volumes in thousands m3)
Dodonaea 0.001 2.047 2.046 0.002 0.000
B2 0.000 2.621 2.621 0.000 0.000
c3 0.000 0.081 0.081 0.000 0.000
TWigrush 0.000 1.493 1.493 0.000 0.000
SUBAREA INFLOW OUTFLOW INFLOW MAX.VOL MAX.WATER
PEAK PEAK VOLUME STORED ELEVATION
(m3/s) (m3/s) (m3 E3) (m3 E3) (metres)
Dodonaea 0.830 0.482 2.047 0.479 10.810
B2 0.631 0.631 2.621 0.000 0.631
c3 0.063 0.063 0.081 0.000 0.791
TWigrush 0.943 0.302 1.493 0.814 8.948
#####END_OUTLET_STRUCTURE-SUMMARY########################################
#####END_RESULTS_STORM_l
#####START_STORM#5
5 Year ARI 90 Mins Duration DESIGN STORM
2.00
2.00
#####START_DESIGN_RAIN
5 90 1.00
IFD_COEFFS_IN_THIS_FILE
1
Q_Beckmans 3UNKNOWN 0.00 0.00 27.00 52.03 10.34 3.46
93.95 24.00 8.66 4.40 17.60 0.11 1400.00 25 0.87 (-
26.41,153.03)
#####END_DESIGN_RAIN
#####START_CALC_RAINGAUGE-WEIGHTS
#####END_CALC_RAINGAUGE_WEIGHTS
#####START_LOSS_RATES
A 25.00 2.50 1.00
B1 25.00 2.50 1.00
Dodonaea 25.00 2.50 1.00
B2 25.00 2.50 1.00
C1 25.00 2.50 1.00
C3 25.00 2.50 1.00
C2 25.00 2.50 1.00
TWi grush 25.00 2.50 1.00
03 25.00 2.50 1.00
01 25.00 2.50 1.00
02 25.00 2.50 1.00
OUT 25.00 2.50 1.00
#####END_LOSS_RATES
#####START_RECORDED_HYDROGRAPHS
0
B09182.W-02A
[OCR of page images]
Flood Investigation & Stormwater Quantity Management Plan
BROWN
Proposed Residential Development at Doonella - Stage C Smart Water
OUT 0 1.698 1.698 0.000 0.000 0.000 1.698 1.698
#HHEHEND_PEAK_SUMMARY
##4##START_TIME_SUMMARY:
SUBAREA OUT_STR STREAM STREAM LOCAL LOCAL DIRECTED OUTLET_STRUCTURE
1=exist TOP BOTTOM PERVIOUS IMPERVIOUS TO BOTTOM INFLOW OUTFLOW
(Times in minutes)
A 0 0.0 0.0 35.0 25.0 0.0 35.0 35.0
B1 0 35.0 45.0 35.0 25.0 0.0 25.0 25.0
Dodonaea 1 25.0 25.0 0.0 0.0 0.0 25.0 48.3
B2 1 48.3 55.0 35.0 25.0 0.0 35.0 35.0
cl 0 0.0 0.0 35.0 25.0 0.0 25.0 25.0
c3 1 0.0 0.0 25.0 25.0 0.0 25.0 25.0
c2 0 25.0 30.0 35.0 25.0 0.0 25.0 25.0
Twigrush 1 25.0 25.0 0.0 0.0 0.0 25.0 46.7
D3 0 0.0 0.0 35.0 25.0 0.0 25.0 25.0
bl 0 0.0 0.0 30.0 25.0 35.0 35.0 35.0
D2 0 5.0 46.7 35.0 25.0 0.0 35.0 35.0
OUT 0 5.0 35.0 0.0 0.0 0.0 35.0 35.0
#####END_TIME_SUMMARY
###HH#START_OUTLET_STRUCTURE_SUMMAR V##H HHH AEE
SUBAREA INITIAL INFLOW OUTFLOW FINAL — BALANCE
STORAGE STORAGE
(volumes in thousands m3)
Dodonaea 0.001 2.047 2.046 0.002 0.000
B2 0.000 2.621 2.621 0.000 0.000
C3 0.000 0.081 0.081 0.000 0.000
Twigrush 0.000 1.493 1.493 0.000 0.000
SUBAREA INFLOW OUTFLOW INFLOW = MAX.VOL_ MAX.WATER
PEAK PEAK VOLUME STORED ELEVATION
(m3/s) (m3/s) (m3 £3) (m3 £3) (metres)
Dodonaea 0.830 0.482 2.047 0.479 10.810
B2 0.631 0.631 2.621 0.000 0.631
gc 0.063 0.063 0.081 0.000 0.791
Twigrush 0.943 0.302 1.493 0.814 8.948
#####END_OUTLET_STRUCTURE_SUMMAR Y dH HEHEHE
#44HH#END_RESULTS_STORM_1
dHEEHESTART_STORM#5
5 Year ARI 90 Mins Duration DESIGN STORM
2.00
2.00
‘#44#44#START_DESIGN_RAIN
5 90 1.00
IFD_COEFFS_IN_THIS_FILE
1
Q_Beckmans 3UNKNOWN 0.00 0.00 27.00. 52.03 10.34 3.46
3.95 24.00 8.66 4.40 17.60 0.11 1400.00 0.87 (-
36.41,153.03)
#####END_DESIGN_RAIN
#H#HHHS TART_CALC_RAINGAUGE_WEIGHTS.
##HHHEND_CALC_RAINGAUGE_WEIGHTS
###HHESTART_LOSS_RATES.
A 25.00 2.50 1.00
B1 25.00 2.50 1.00
Dodonaea 25.00 2.50 1.00
B2 25.00 2.50 1.00
cl 25.00 2.50 1.00
C3 25.00 2.50 1.00
c2 25.00 2.50 1.00
Twigrush 25.00 2.50 1.00
D3 25.00 2.50 1.00
D1 25.00 2.50 1.00
D2 25.00 2.50 1.00
OUT 25.00 2.50 1.00
###44END_LOSS_RATES
#####S TART_RECORDED_HYDROGRAPHS
0
B09182.W-02A
Page 38
Flood Investigation & Stormwater Quantity Management Plan BROWN
Proposed Residential Development at Doonella Stage C - s_Uittt’T
#####END_RECORDED_HYDROGRAPHS
#####START_IMPORTED_HYDROGRAPHS
o
#####END_IMPORTED_HYDROGRAPHS
#####END_STORM#5
#####START_RESULTS_STORM_5
#####START_CATCHMENT_SUMMARY############################################
Catchment area (hectares) 18.18
Impervious percent (%) 50.46
Rainfall depth (mm) 76.20
Excess rainfall (mm) 61.94
Calc. runoff depth (mm) 61.83 -
from bottom subarea
Reed. runoff depth (mm) 0.00 -
from bottom subarea
Calc. peak discharge (m3/s) 2.553 -
from bottom subarea
Reed. peak discharge (m3/s) 0.000 -
from bottom subarea
#####END_CATCHMENT_SUMMARY##############################################
#####START_VOLUME-SUMMARY#######################################################################
SUBAREA DIRECTED IMPORTED LOCAL LOCAL DIRECTED IMPORTED OUTFLOW BALANCE
TO TOP TO TOP PERVIOUS IMPERVIOUS TO BOTTOM TO BOTTOM
(volumes in thousands m3)
A
0.000 0.000 0.958 0.327 0.000 0.000 1.285 0.000
B1
1.285 0.000 0.785 1.378 0.000 0.000 3.446 0.001
Dodonaea
3.446 0.000 0.000 0.000 0.000 0.000 3.445 0.001
B2
3.453 0.000 0.388 0.559 0.000 0.000 4.390 0.009
C1
0.000 0.000 0.272 0.789 0.000 0.000 1.061 0.000
c3
0.000 0.000 0.017 0.107 0.000 0.000 0.124 0.000
c2
0.124 0.000 0.250 0.910 0.000 0.000 1.282 0.002
TWigrush
2.343 0.000 0.000 0.000 0.000 0.000 2.343 0.000
D3
0.000 0.000 0.651 0.356 0.000 0.000 1.007 0.000
D1
0.000 0.000 0.112 0.149 6.755 0.000 7.016 0.000
D2
8.023 0.000 0.916 2.325 0.000 0.000 11.243 0.021
OUT
11.243 0.000 0.000 0.000 0.000 0.000 11.243 0.000
#####END_VOLUME-SUMMARY#########################################################################
#####START_PEAK_SUMMARY###############################################################
SUBAREA OUT_STR STREAM STREAM LOCAL LOCAL DIRECTED OUTLET_STRUCTURE
l=exist TOP BOTTOM PERVIOUS IMPERVIOUS TO BOTTOM INFLOW OUTFLOW
including including
imported to imported to
TOP BOTTOM
(Discharges in m3/s)
A o 0.000 0.000 0.399 0.167 0.000 0.522 0.522
B1 o 0.522 0.377 0.341 0.653 0.000 1.187 1.187
Dodonaea 1 1.187 1.187 0.000 0.000 0.000 1.187 0.580
B2 1 0.580. 0.578 0.191 0.278 0.000 0.829 0.829
C1 o 0.000 0.000 0.141 0.386 0.000 0.522 0.522
C3 1 0.000 0.000 0.013 0.057 0.000 0.071 0.071
C2 o 0.071 0.044 0.131 0.441 0.000 0.606 0.606
TWigrush 1 1.128 1.128 0.000 0.000 0.000 1.128 0.694
D3 o 0.000 0.000 0.294 0.181 0.000 0.439 0.439
D1 o 0.000 0.000 0.068 0.079 1.454 1..539 1.539
D2 0 1.913 1.619 0.386 1.069 0.000 2.553 2.553
OUT 0 2.553 2.553 0.000 0.000 0.000 2.553 2.553
#####END_PEAK_SUMMARY#################################################################
#####START_TIME-SUMMARY#########################################################
SUBAREA OUT_STR STREAM STREAM LOCAL LOCAL DIRECTED OUTLET_STRUCTURE
l=exist TOP BOTTOM PERVIOUS IMPERVIOUS TO BOTTOM INFLOW OUTFLOW
B09182.w-02A
[OCR of page images]
Flood Investigation & Stormwater Quantity Management Plan
Proposed Residential Development at Doonella - Stage C
BROWN
Smart Water
#####END_RECORDED_HYDROGRAPHS
#####START_IMPORTED_HYDROGRAPHS
0
##444END_IMPORTED_HYDROGRAPHS.
####HEND_STORM#S
#HHHHESTART_RESULTS_STORM_5
#AHEHHS TART_CATCHMENT_SUMMAR Y #4444 EHH AEE EEE EEE EE
Catchment area (hectares) = 18.18
Impervious percent @%) = 50.46
Rainfall depth (mm) = 76.20
Excess rainfall (mm) = 61.94
Calc. runoff depth (mm) = 61.83 - from bottom subarea
Recd. runoff depth (mm) = 0.00 - from bottom subarea
Calc. peak discharge (m3/s) = 2.553 - from bottom subarea
Recd. peak discharge (m3/s) = 0.000 - from bottom subarea
#####END_CATCHMENT_SUMMARY:
#####S TART_VOLUME_SUMMARY’
SUBAREA DIRECTED IMPORTED LOCAL LOCAL DIRECTED IMPORTED OUTFLOW
TO TOP TO TOP PERVIOUS IMPERVIOUS TO BOTTOM TO BOTTOM
(Volumes in thousands m3)
A
0.000 0.000 0.958 0.327 0.000 0.000 1.285
B1
1.285 0.000 0.785 1.378 0.000 0.000 3.446
Dodonaea
3.446 0.000 0.000 0.000 0.000 0.000 3.445
B2
3.453 0.000 0.388 0.559 0.000 0.000 4.390
cl
0.000 0.000 0.272 0.789 0.000 0.000 1.061
c3
0.000 0.000 0.017 0.107 0.000 0.000 0.124
c2
0.124 0.000 0.250 0.910 0.000 0.000 1.282
Twigrush
2.343 0.000 0.000 0.000 0.000 0.000 2.343
D3
0.000 0.000 0.651 0.356 0.000 0.000 1.007
o1
0.000 0.000 0.112 0.149 6.755 0.000 7.016
D2
8.023 0.000 0.916 2.325 0.000 0.000 11.243
OUT
11.243 0.000 0.000 0.000 0.000 0.000 11.243
BALANCE
0.000
0.001
0.001
0.009
0.000
0.000
0.002
0.000
0.000
0.000
0.021
0.000
#####END_VOLUME_SUMMARY:
#HHHS TART_PEAK_SUMMARY:
SUBAREA OUT_STR STREAM STREAM LOCAL LOCAL DIRECTED OUTLET_STRUCTURE
1=exist TOP BOTTOM PERVIOUS IMPERVIOUS TO BOTTOM INFLOW OUTFLOW
including including
imported to imported to
TOP BOTTOM
(Discharges in m3/s)
A 0 0.000 0.000 0.399 0.167 0.000 0.522 0.522
Bl 0 0.522 0.377 0.341 0.653 0.000 1.187 1.187
Dodonaea 1 1.187 1.187 0.000 0.000 0.000 1.187 0.580
B2 Z 0.580 0.578 0.191 0.278 0.000 0.829 0.829
cl 0 0.000 0.000 0.141 0.386 0.000 0.522 0.522
C3 1 0.000 0.000 0.013 0.057 0.000 0.071 0.071
c2 0 0.071 0.044 0.131 0.441 0.000 0.606 0.606
Twigrush 1 1.128 1.128 0.000 0.000 0.000 1.128 0.694
D3 0 0.000 0.000 0.294 0.181 0.000 0.439 0.439
D1 0 0.000 0.000 0.068 0.079 1.454 1.539 1.539
D2 0 1.913 1.619 0.386 1.069 0.000 2.553 2.553
OUT 0 2.553 2.553 0.000 0.000 0.000 2.553 2.553
#HHEHEND_PEAK_SUMMARY:
#####S TART_TIME_SUMMARY:
SUBAREA OUT_STR STREAM STREAM LOCAL LOCAL, DIRECTED OUTLET_STRUCTURE
lsexist TOP BOTTOM PERVIOUS IMPERVIOUS TO BOTTOM INFLOW OUTFLOW
B09182.W-02A
Page 39
Flood Investigation & Storm water Quantity Management Plan BROWN
S"’_’lfiter
Proposed Residential Development at Doonella Stage C -
(Times in minutes)
A 0 0.0 0.0 40.0 35.0 0.0 40.0 40.0
B1 0 40.0 48.3 40.0 35.0 0.0 40.0 40.0
Dodonaea 1 40.0 40.0 0.0 0.0 0.0 40.0 66.7
B2 1 66.7 73.3 40.0 35.0 0.0 40.0 40.0
C1 0 0.0 0.0 40.0 35.0 0.0 35.0 35.0
C3 1 0.0 0.0 35.0 35.0 0.0 35.0 35.0
c2 0 35.0 40.0 40.0 35.0 0.0 35.0 35.0
TWigrush 1 35.0 35.0 0.0 0.0 0.0 35.0 43.3
D3 0 0.0 0.0 40.0 35.0 0.0 35.0 35.0
D1 0 0.0 0.0 35.0 35.0 43.3 41.7 41.7
D2 0 41.7 50.0 40.0 35.0 0.0 40.0 40.0
OUT 0 40.0 40.0 0.0 0.0 0.0 40.0 40.0
#####END_TIME-SUMMARY###########################################################
#####START_OUTLET_STRUCTURE-SUMMARY######################################
SUBAREA INITIAL INFLOW OUTFLOW FINAL BALANCE
STORAGE STORAGE
(volumes in thousands m3)
Dodonaea 0.001 3.446 3.445 0.002 0.000
B2 0.000 4.390 4.390 0.000 0.000
C3 0.000 0.124 0.124 0.000 0.000
TWigrush 0.000 2.343 2.343 0.000 0.000
SUBAREA INFLOW OUTFLOW INFLOW MAX.VOL MAX.WATER
PEAK PEAK VOLUME STORED ELEVATION
(m3/s) (m3/s) (m3 E3) (m3 E3) (metres)
Dodonaea 1.187 0.580 3.446 0.937 11.311
B2 0.829 0.829 4.390 0.000 0.829
C3 0.071 0.071 0.124 0.000 0.885
TWigrush 1.128 0.694 2.343 0.943 9.161
#####END_OUTLET_STRUCTURE-SUMMARY########################################
#####END_RESULTS_STORM_5
#####START_STORM#8
10 Year ARI 90 Mins Duration DESIGN STORM
2.00
2.00
#####START_DESIGN_RAIN
10 90 1.00
IFD_COEFFS_IN_THIS_FILE
1
Q._Beckmans 3UNKNOWN 0.00 0.00 27.00 52.03 10.34 3.46
93.95 24.00 8.66 4.40 17.60 0.11 1400.00 25 0.87 (-
26.41,153.03)
#####END_DESIGN_RAIN
#####START_CAL(_RAINGAUGE-WEIGHTS
#####END_CAL(_RAINGAUGE_WEIGHTS
#####START_LOSS_RATES
A 25.00 2.50 1.00
B1 25.00 2.50 1.00
Dodonaea 25.00 2.50 1.00
B2 25.00 2.50 1.00
C1 25.00 2.50 1.00
C3 25.00 2.50 1.00
C2 25.00 2.50 1.00
TWigrush 25.00 2.50 1.00
D3 25.00 2.50 1.00
D1 25.00 2.50 1.00
D2 25.00 2.50 1.00
OUT 25.00 2.50 1.00
#####END_LOSS_RATES
#####START_RECORDED_HYDROGRAPHS
o
#####END_RECORDED_HYDROGRAPHS
#####START_IMPORTED_HYDROGRAPHS
o
#####END_IMPORTED_HYDROGRAPHS
#####END_STORM#8
B09182.w-02A
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Flood Investigation & Stormwater Quantity Management Plan
BROWN
Proposed Residential Development at Doonella - Stage C Smart Water
(Times in minutes)
A 0 0.0 0.0 40.0 35.0 0.0 40.0 40.0
Bl 0 40.0 48.3 40.0 35.0 0.0 40.0 40.0
Dodonaea 1 40.0 40.0 0.0 0.0 0.0 40.0 66.7
B2 1 66.7 73.3 40.0 35.0 0.0 40.0 40.0
cl 0 0.0 0.0 40.0 35.0 0.0 35.0 35.0
co t 0.0 0.0 35.0 35.0 0.0 35.0 35.0
ca 0 35.0 40.0 40.0 35.0 0.0 35.0 35.0
Twigrush 1 35.0 35.0 0.0 0.0 0.0 35.0 43.3
D3 0 0.0 0.0 40.0 35.0 0.0 35.0 35.0
D1 0 0.0 0.0 35.0 35.0 43.3 41.7 41.7
D2 0 41.7 50.0 40.0 35.0 0.0 40.0 40.0
OUT 0 40.0 40.0 0.0 0.0 0.0 40.0 40.0
#4444 END_TIME_SUMMARY
#HHHHIS TART_OUTLET_STRUCTURE_SUMMAR V## HH HHH HHH HEE
SUBAREA INITIAL INFLOW — OUTFLOW FINAL BALANCE
STORAGE STORAGE
(volumes in thousands m3)
Dodonaea 0.001 3.446 3.445 0.002 0.000
B2 0.000 4.390 4.390 0.000 0.000
c3 0.000 0.124 0.124 0.000 0.000
Twigrush 0.000 2.343 2.343 0.000 0.000
SUBAREA INFLOW OUTFLOW INFLOW = MAX.VOL_ MAX.WATER
PEAK PEAK VOLUME STORED ELEVATION
(m3/s) (m3/s) (m3 £3) (m3 £3) (metres)
Dodonaea 1.187 0.580 3.446 0.937 11.311
B2 0.829 0.829 4.390 0.000 0.829
c3 0.071 0.071 0.124 0.000 0.885
Twigrush 1.128 0.694 2.343 0.943 9.161
#####END_OUTLET_STRUCTURE_SUMMAR Y#HHHHEHHEH HAHAHA
#4444 END_RESULTS_STORM_5
##4HHSTART_STORM#8
10 Year ARI 90 Mins Duration DESIGN STORM
2.00
2.00
#44H#H#START_DESIGN_RAIN
10 90 1.00
IFD_COEFFS_IN_THIS_FILE
1
Q_Beckmans 3BUNKNOWN 0.00 0.00 27.00 52.03 10.34 3.46
93.95 00 8.66 4.40 17.60 0.11 1400.00 0.87 (-
26.41,153.03) |
#####END_DESIGN_RAIN
#HHHS TART_CALC_RAINGAUGE_WEIGHTS.
#HHHFHEND_CALC_RAINGAUGE_WEIGHTS,
##HHHSTART_LOSS_RATES
A 25.00 2.50 1.00
B1 25.00 2.50 1.00
Dodonaea 25.00 2.50 1.00
B2 25.00 2.50 1.00
cl 25.00 2.50 1.00
c3 25.00 2.50 1.00
c2 25.00 2.50 1.00
Twigrush 25.00 2.50 1.00
D3 25.00 2.50 1.00
bl 25.00 2.50 1.00
D2 25.00 2.50 1.00
OUT 25.00 2.50 1.00
#####END_LOSS_RATES
#####START_RECORDED_HYDROGRAPHS
0
#####END_RECORDED_HYDROGRAPHS
#####START_IMPORTED_HYDROGRAPHS
0
##4###END_IMPORTED_HYDROGRAPHS
#HHHHEND_STORM#8
B09182.W-02A
Page 40
Flood Investigation & Storm water Quantity Management Plan BROWN
Proposed Residential Development at Doonella Stage C -
Snuzrt Whter
#####START_RESULTS_STORM_8
#####START_CATCHMENT_SUMMARY############################################
Catchment area (hectares) 18.18
Impervious percent (%) 50.46
Rainfall depth (mm) 85.81
Excess rainfall (mm) 71.51
Calc. runoff depth (mm) 71.42 -
from bottom subarea
Reed. runoff depth (mm) 0.00 -
from bottom subarea
Calc. peak discharge (m3/s) 3.084 -
from bottom subarea
Reed. peak discharge (m3/s) 0.000 -
from bottom subarea
#####END_CATCHMENT_SUMMARY##############################################
#####START_VOLUME_SUMMARY#######################################################################
SUBAREA DIRECTED IMPORTED LOCAL LOCAL DIRECTED IMPORTED OUTFLOW BALANCE
TO TOP TO TOP PERVIOUS IMPERVIOUS TO BOTTOM TO BOTTOM
(volumes in thousands m3)
A
0.000 0.000 1.147 0.369 0.000 0.000 1.516 0.000
B1
1.516 0.000 0.940 1.554 0.000 0.000 4.008 0.001
Dodonaea
4.008 0.000 0.000 0.000 0.000 0.000 4.007 0.001
B2
4.015 0.000 0.465 0.630 0.000 0.000 5.100 0.009
C1
0.000 0.000 0.326 0.890 0.000 0.000 1.216 0.000
c3
0.000 0.000 0.020 0.121 0.000 0.000 0.141 0.000
c2
0.141 0.000 0.299 1.026 0.000 0.000 1.465 0.002
TWigrush
2.681 0.000 0.000 0.000 0.000 0.000 2.680 0.000
03
0.000 0.000 0.779 0.402 0.000 0.000 1.181 0.000
01
0.000 0.000 0.134 0.168 7.803 0.000 8.105 0.000
02
9.286 0.000 1.097 2.622 0.000 0.000 12.986 0.019
OUT
12.986 0.000 0.000 0.000 0.000 0.000 12.986 0.000
#####END_VOLUME_SUMMARY#########################################################################
#####START_PEAK_SUMMARY###############################################################
SUBAREA OUT_STR STREAM STREAM LOCAL LOCAL DIRECTED OUTLET_STRUCTURE
l=exist TOP BOTTOM PERVIOUS IMPERVIOUS TO BOTTOM INFLOW OUTFLOW
including including
imported to imported to
TOP BOTTOM
(Discharges in m3/s)
A o 0.000 0.000 0.484 0.188 0.000 0.623 0.623
B1 o 0.623 0.461 0.412 0.735 0.000 1.413 1.413
Dodonaea 1 1.413 1.413 0.000 0.000 0.000 1.413 0.623
B2 1 0.623 0.622 0.227 0.313 0.000 0.931 0.931
C1 o 0.000 0.000 0.167 0.434 0.000 0.601 0.601
C3 1 0.000 0.000 0.015 0.065 0.000 0.080 0.080
C2 o 0.080 0.051 0.156 0.497 0.000 0.697 0.697
TWigrush 1 1.298 1.298 0.000 0.000 0.000 1.298 0.939
03 o 0.000 0.000 0.353 0.204 0.000 0.529 0.529
01 o 0.000 0.000 0.081 0.089 1.828 1.962 1.962
02 o 2.466 1.950 0.467 1.203 0.000 3.084 3.084
OUT o 3.084 3.084 0.000 0.000 0.000 3.084 3.084
#####END_PEAK_SUMMARY#################################################################
#####START_TIME_SUMMARY#########################################################
SUBAREA OUT_STR STREAM STREAM LOCAL LOCAL DIRECTED OUTLET_STRUCTURE
l=exist TOP BOTTOM PERVIOUS IMPERVIOUS TO BOTTOM INFLOW OUTFLOW
(Times in minutes)
A o 0.0 0.0 40.0 35.0 0.0 40.0 40.0
B1 o 40.0 46.7 40.0 35.0 0.0 40.0 40.0
Dodonaea 1 40.0 40.0 0.0 0.0 0.0 40.0 70.0
B2 1 70.0 75.0 40.0 35.0 0.0 35.0 35.0
C1 o 0.0 0.0 35.0 35.0 0.0 35.0 35.0
B09182.w-02A
[OCR of page images]
Flood Investigation & Stormwater Quantity Management Plan BROWN
Proposed Residential Development at Doonella - Stage C Smart Water
##4#4#START_RESULTS_STORM_8
#4HHHS TART_CATCHMENT_SUMMAR Y 4H HEHEHE EEE ER HR
Catchment area (hectares) = 18.18
Impervious percent (%) = 50.46
Rainfall depth (mm) = 85.81
Excess rainfall (mm) = 71.51
Calc. runoff depth (mm) = 71.42 - from bottom subarea
Recd. runoff depth (mm) = 0.00 - from bottom subarea
Calc. peak discharge (m3/s) = 3.084 - from bottom subarea
Recd. peak discharge (m3/s) = 0.000 - from bottom subarea
#HHEHEND_CATCHMENT_SUMMARY3
#HEHEHS TART_VOLUME_SUMMARY:
SUBAREA DIRECTED IMPORTED LOCAL LOCAL DIRECTED IMPORTED OUTFLOW BALANCE
TO TOP TO TOP PERVIOUS IMPERVIOUS TO BOTTOM TO BOTTOM
(Volumes in thousands m3)
A
0.000 0.000 1.147 0.369 0.000 0.000 1.516 0.000
BL
1.516 0.000 0.940 1.554 0.000 0.000 4.008 0.001
Dodonaea
4.008 0.000 0.000 0.000 0.000 0.000 4.007 0.001
B2
4.015 0.000 0.465 0.630 0.000 0.000 5.100 0.009
cl
0.000 0.000 0.326 0.890 0.000 0.000 1.216 0.000
c3
0.000 0.000 0.020 0.121 0.000 0.000 0.141 0.000
c2
0.141 0.000 0.299 1.026 0.000 0.000 1.465 0.002
Twigrush
2.681 0.000 0.000 0.000 0.000 0.000 2.680 0.000
D3
0.000 0.000 0.779 0.402 0.000 0.000 1.181 0.000
bl
0.000 0.000 0.134 0.168 7.803 0.000 8.105 0.000
D2
9.286 0.000 1.097 2.622 0.000 0.000 12.986 0.019
OUT
12.986 0.000 0.000 0.000 0.000 0.000 12.986 0.000
#####END_VOLUME_SUMMARY:
#####S TART_PEAK_SUMMARY:
SUBAREA OUT_STR STREAM STREAM LOCAL LOCAL DIRECTED OUTLET_STRUCTURE
1sexist TOP BOTTOM PERVIOUS IMPERVIOUS TO BOTTOM INFLOW OUTFLOW
including including
imported to imported to
TOP BOTTOM
(Discharges in m3/s)
A 0 0.000 0.000 0.484 0.188 0.000 0.623 0.623
Bl 0 0.623 0.461 0.412 0.735 0.000 1.413 1.413
Dodonaea 1 1.413 1.413 0.000 0.000 0.000 1.413 0.623
B2 1 0.623 0.622 0.227 0.313 0.000 0.931 0.931
c1 0 0.000 0.000 0.167 0.434 0.000 0.601 0.601
c3 1 0.000 0.000 0.015 0.065 0.000 0.080 0.080
c2 0 0.080 0.051 0.156 0.497 0.000 0.697 0.697
Twigrush 1 1.298 1.298 0.000 0.000 0.000 1.298 0.939
D3 0 0.000 0.000 0.353 0.204 0.000 0.529 0.529
D1 0 0.000 0.000 0.081 0.089 1.828 1.962 1.962
D2 0 2.466 1.950 0.467 1.203 0.000 3.084 3.084
OUT 0 3.084 3.084 0.000 0.000 0.000 3.084 3.084
##H#H4END_PEAK_SUMMARY:
##444START_TIME_SUMMARY3
SUBAREA OUT_STR STREAM STREAM LOCAL LOCAL DIRECTED OUTLET_STRUCTURE
l=exist TOP BOTTOM PERVIOUS IMPERVIOUS TO BOTTOM INFLOW OUTFLOW
(Times in minutes)
A 0 0.0 0.0 40.0 35.0 0.0 40.0 40.0
B1 0 40.0 46.7 40.0 35.0 0.0 40.0 40.0
Dodonaea 1 40.0 40.0 0.0 0.0 0.0 40.0 70.0
B2 1 70.0 75.0 40.0 35.0 0.0 35.0 35.0
cl 0 0.0 0.0 35.0 35.0 0.0 35.0 35.0
B09182.W-02A
Page 41
Flood Investigation & Stormwater Quantity Management Plan BROWN
S1IUIf’t lf
Proposed Residential Development at Doonella Stage C -
c3 1 0.0 0.0 35.0 35.0 0.0 35.0 35.0
C2 0 35.0 40.0 35.0 35.0 0.0 35.0 35.0
TWigrush 1 35.0 35.0 0.0 0.0 0.0 35.0 41.7
03 0 0.0 0.0 40.0 35.0 0.0 35.0 35.0
01 0 0.0 0.0 35.0 35.0 40.0 40.0 40.0
02 0 40.0 48.3 40.0 35.0 0.0 40.0 40.0
OUT 0 40.0 40.0 0.0 0.0 0.0 40.0 40.0
#####END_TIME_SUMMARY###########################################################
#####START_OUTLET_STRUCTURE_SUMMARY######################################
SUBAREA INITIAL INFLOW OUTFLOW FINAL BALANCE
STORAGE STORAGE
(volumes in thousands m3)
Dodonaea 0.001 4.008 4.007 0.002 0.000
B2 0.000 5.100 5.100 0.000 0.000
c3 0.000 0.141 0.141 0.000 0.000
TWigrush 0.000 2.681 2.680 0.000 0.000
SUBAREA INFLOW OUTFLOW INFLOW MAX.VOL MAX.WATER
PEAK PEAK VOLUME STORED ELEVATION
(m3/s) (m3/s) (m3 E3) (m3 E3) (metres)
Dodonaea 1.413 0.623 4.008 1.264 11.567
B2 0.931 0.931 5.100 0.000 0.931
C3 0.080 0.080 0.141 0.000 1.000
TWigrush 1.298 0.939 2.681 0.996 9.246
#####END_OUTLET_STRUCTURE_SUMMARY########################################
#####END_RESULTS_STORM_8
#####START_STORM#ll
20 Year ARI 90 Mins Duration DESIGN STORM
2.00
2.00
#####START_DESIGN_RAIN
20 90 1.00
IFD_COEFFS_IN_THIS_FILE
1
Q....Beckmans 3UNKNOWN 0.00 0.00 27.00 52.03 10.34 3.46
93.95 24.00 8.66 4.40 17.60 0.11 1400.00 25 0.87 (-
26.41,153.03)
#####END_DESIGN_RAIN
#####START_CALC_RAINGAUGE_WEIGHTS
#####END_CALC_RAINGAUGE_WEIGHTS
#####START_LOSS_RATES
A 25.00 2.50 1.00
B1 25.00 2.50 1.00
Dodonaea 25.00 2.50 1.00
B2 25.00 2.50 1.00
C1 25.00 2.50 1.00
C3 25.00 2.50 1.00
c2 25.00 2.50 1.00
TWigrush 25.00 2.50 1.00
03 25.00 2.50 1.00
01 25.00 2.50 1.00
02 25.00 2.50 1.00
OUT 25.00 2.50 1.00
#####END_LOSS_RATES
#####START_RECORDED_HYDROGRAPHS
o
#####END_RECORDED_HYDROGRAPHS
#####START_IMPORTED_HYDROGRAPHS
o
#####END_IMPORTED_HYDROGRAPHS
#####END_STORM#ll
#####START_RESULTS_STORM_ll
#####START_CATCHMENT_SUMMARY############################################
Catchment area (hectares) 18.18
Impervious percent (%) 50.46
Rainfall depth (mm) 98.74
B09182.W-02A
[OCR of page images]
Flood Investigation & Stormwater Quantity Management Plan
BROWN
Proposed Residential Development at Doonella - Stage C Smart Water
3 1 0.0 0.0 35.0 35.0 0.0 35.0 35.0
c2 0 35.0 40.0 35.0 35.0 0.0 35.0 35.0
Twigrush 1 35.0 35.0 0.0 0.0 0.0 35.0 41.7
D3 0 0.0 0.0 40.0 35.0 0.0 35.0 35.0
D1 0 0.0 0.0 35.0 35.0 40.0 40.0 40.0
D2 0 40.0 48.3 40.0 35.0 0.0 40.0 40.0
OUT 0 40.0 40.0 0.0 0.0 0.0 40.0 40.0
#4444END_TIME_SUMMARY
##4##START_OUTLET_STRUCTURE_S UMMAR Y #37} HHH HEHEHE
SUBAREA INITIAL INFLOW OUTFLOW FINAL BALANCE
STORAGE STORAGE
(Volumes in thousands m3)
Dodonaea 0.001 4.008 4.007 0.002 0.000
B2 0.000 5.100 5.100 0.000 0.000
C3 0.000 0.141 0.141 0.000 0.000
Twigrush 0.000 2.681 2.680 0.000 0.000
SUBAREA INFLOW OUTFLOW INFLOW MAX.VOL MAX.WATER
PEAK PEAK VOLUME STORED ELEVATION
(m3/s) (m3/s) (m3 £3) (m3 E3) (metres) |
Dodonaea 1.413 0.623 4.008 1.264 11.567
B2 0.931 0.931 5.100 0.000 0.931
c3 0.080 0.080 0.141 0.000 1.000
Twigrush 1.298 0.939 2.681 0.996 9.246
#####END_OUTLET_STRUCTURE_SUMMAR Y 44H HEHEHE
##4H4HEND_RESULTS_STORM_8
#HHHESTART_STORM#11
20 Year ARI 90 Mins Duration DESIGN STORM
2.00
2.00
HHS TART_DESIGN_RAIN
20 90 1.00
IFD_COEFFS_IN_THIS_FILE
1
Q_Beckmans 3UNKNOWN 0.00 0.00 27.00 52.03 10.34 3.46
93.95 24.00 8.66 4.40 17.60 0.11 1400.00 0.87 (-
26.41,153.03)
#####END_DESIGN_RAIN
4HEHHEES TART_CALC_RAINGAUGE_WEIGHTS
#HHEAHEND_CALC_RAINGAUGE_WEIGHTS
###HHSTART_LOSS_RATES
A 25.00 2.50 1.00
B1 25.00 2.50 1.00
Dodonaea 25.00 2.50 1.00
B2 25.00 2.50 1.00
cl 25.00 2.50 1.00
C3 25.00 2.50 1.00
c2 25.00 2.50 1.00
Twigrush 25.00 2.50 1.00
D3 25.00 2.50 1.00
ol 25.00 2.50 1.00
D2 25.00 2.50 1.00
OUT 25.00 2.50 1.00
#4#444END_LOSS_RATES
#4HEHEHS TART_RECORDED_HYDROGRAPHS
0
#4HHHEND_RECORDED_HYDROGRAPHS,
#HHHEES TART_IMPORTED_HYDROGRAPHS
0
#4444END_IMPORTED_HYDROGRAPHS
##4HHEND_STORM#11
#HEHHSTART_RESULTS_STORM_11
#AHEHESTTART_CATCHMENT_SUMMAR Y #74 HAHAHAHAHA
Catchment area (hectares) = 18.18
Impervious percent (%) = 50.46
Rainfall depth (mm) = 98.74
B09182.W-02A
Page 42
Flood Investigation & Storm water Quantity Management Plan BROWN
Proposed Residential Development at Doonella Stage C
-
S17Ulrt~
Excess rainfall (mm) 84.41
Calc. runoff depth (mm) 84.33 -
from bottom subarea
Reed. runoff depth (mm) 0.00 -
from bottom subarea
calc. peak discharge (m3/s) 3.834 -
from bottom subarea
Reed. peak discharge (m3/s) 0.000 -
from bottom subarea
#####END_CATCHMENT_SUMMARY##############################################
#####START_VOLUME_SUMMARY#######################################################################
SUBAREA DIRECTED IMPORTED LOCAL LOCAL DIRECTED IMPORTED OUTFLOW BALANCE
TO TOP TO TOP PERVIOUS IMPERVIOUS TO BOTTOM TO BOTTOM
(volumes in thousands m3)
A
0.000 0.000 1.402 0.425 0.000 0.000 1.827 0.000
B1
1.827 0.000 1.149 1.791 0.000 0.000 4.766 0.001
Dodonaea
4.766 0.000 0.000 0.000 0.000 0.000 4.765 0.001
B2
4.772 0.000 0.568 0.726 0.000 0.000 6.058 0.009
C1
0.000 0.000 0.399 1.025 0.000 0.000 1.424 0.000
C3
0.000 0.000 0.025 0.139 0.000 0.000 0.164 0.000
c2
0.162 0.000 0.366 1.183 0.000 0.000 1.709 0.002
Twigrush
3.133 0.000 0.000 0.000 0.000 0.000 3.133 0.000
03
0.000 0.000 0.953 0.463 0.000 0.000 1.416 0.000
01
0.000 0.000 0.164 0.194 9.213 0.000 9.571 0.000
02
10.986 0.000 1.340 3.022 0.000 0.000 15.332 0.017
OUT
15.332 0.000 0.000 0.000 0.002 0.000 15.333 0.000
#####END_VOLUME_SUMMARY#########################################################################
#####START_PEAK-SUMMARY###############################################################
SUBAREA OUT_STR STREAM STREAM LOCAL LOCAL DIRECTED OUTLET_STRUCTURE
1=exist TOP BOTTOM PERVIOUS IMPERVIOUS TO BOTTOM INFLOW OUTFLOW
including including
imported to imported to
TOP BOTTOM
(Discharges in m3/s)
A 0 0.000 0.000 0.595 0.217 0.000 0.768 0.768
B1 0 0.768 0.578 0.503 0.846 0.000 1.717 1.717
Dodonaea 1 1.717 1.717 0.000 0.000 0.000 1.717 0.679
B2 1 0.679 0.677 0.274 0.360 0.000 1.074 1.074
c1 0 0.000 0.000 0.206 0.500 0.000 0.706 0.706
C3 1 0.000 0.000 0.018 0.074 0.000 0.092 0.092
c2 0 0.080 0.058 0.192 0.572 0.000 0.814 0.814
TWigrush 1 1.520 1.520 0.000 0.000 0.000 1.520 1.234
03 0 0.000 0.000 0.429 0.235 0.000 0.646 0.646
01 0 0.000 0.000 0.098 0.102 2.290 2.446 2.446
02 0 3.049 2.387 0.573 1.385 0.000 3.834 3.834
OUT 0 3.834 3.834 0.000 0.000 0.012 3.834 3.834
#####END_PEAK-SUMMARY#################################################################
#####START_TIME_SUMMARY#########################################################
SUBAREA OUT_STR STREAM STREAM LOCAL LOCAL DIRECTED OUTLET_STRUCTURE
l=exist TOP BOTTOM PERVIOUS IMPERVIOUS TO BOTTOM INFLOW OUTFLOW
(Times in minutes)
A o 0.0 0.0 40.0 35.0 0.0 35.0 35.0
B1 o 35.0 45.0 40.0 35.0 0.0 40.0 40.0
Dodonaea 1 40.0 40.0 0.0 0.0 0.0 40.0 73.3
B2 1 73.3 78.3 35.0 35.0 0.0 35.0 35.0
c1 o 0.0 0.0 35.0 35.0 0.0 35.0 35.0
C3 1 0.0 0.0 35.0 35.0 0.0 35.0 35.0
C2 o 33.3 40.0 35.0 35.0 0.0 35.0 35.0
TWigrush 1 35.0 35.0 0.0 0.0 0.0 35.0 40.0
03 o 0.0 0.0 40.0 35.0 0.0 35.0 35.0
01 o 0.0 0.0 35.0 35.0 40.0 40.0 40.0
02 o 40.0 46.7 40.0 35.0 0.0 40.0 40.0
B09182.w-02A
[OCR of page images]
Flood Investigation & Stormwater Quantity Management Plan BROWN
Proposed Residential Development at Doonella - Stage C Smart Water
Excess rainfall (mm) = 84.41
Calc. runoff depth (mm) = 84.33 - from bottom subarea
Recd. runoff depth (mm) = 0.00 - from bottom subarea
Calc. peak discharge (m3/s) = 3.834 - from bottom subarea
Recd. peak discharge (m3/s) = 0.000 - from bottom subarea
#AHEEND_CATCHMENT_SUMMARY:
##H#H#START_VOLUME_SUMMARY3
SUBAREA DIRECTED IMPORTED LOCAL LOCAL DIRECTED IMPORTED OUTFLOW BALANCE
TO TOP TO TOP PERVIOUS IMPERVIOUS TO BOTTOM TO BOTTOM
(Volumes in thousands m3)
A
0.000 0.000 1.402 0.425 0.000 0.000 1.827 0.000
B1
1.827 0.000 1.149 1.791 0.000 0.000 4.766 0.001
Dodonaea
4.766 0.000 0.000 0.000 0.000 0.000 4.765 0.001
B2
4.772 0.000 0.568 0.726 0.000 0.000 6.058 0.009
cl
0.000 0.000 0.399 1.025 0.000 0.000 1.424 0.000
C3
0.000 0.000 0.025 0.139 0.000 0.000 0.164 0.000
c2
0.162 0.000 0.366 1.183 0.000 0.000 1.709 0.002
Twigrush
3.433 0.000 0.000 0.000 0.000 0.000 3.133 0.000
D3
0.000 0.000 0.953 0.463 0.000 0.000 1.416 0.000
bl
0.000 0.000 0.164 0.194 9.213 0.000 9.571 0.000
D2
10.986 0.000 1.340 3.022 0.000 0.000 15.332 0.017
ouT
15.332 0.000 0.000 0.000 0.002 0.000 15.333 0.000
#####END_VOLUME_SUMMARY
#HEEHHS TART_PEAK_SUMMARY3
SUBAREA OUT_STR STREAM STREAM LOCAL LOCAL DIRECTED OUTLET_STRUCTURE
1=exist TOP BOTTOM PERVIOUS IMPERVIOUS TO BOTTOM INFLOW OUTFLOW
including including
imported to imported to
TOP BOTTOM
(Discharges in m3/s)
A 0 0.000 0.000 0.595 0.217 0.000 0.768 0.768
B1 0 0.768 0.578 0.503 0.846 0.000 1.717 1.717
Dodonaea a 1.717 1.717 0.000 0.000 0.000 1.717 0.679
B2 1 0.679 0.677 0.274 0.360 0.000 1.074 1.074
cl 0 0.000 0.000 0.206 0.500 0.000 0.706 0.706
c3 1 0.000 0.000 0.018 0.074 0.000 0.092 0.092
c2 0 0.080 0.058 0.192 0.572 0.000 0.814 0.814
Twigrush 1 1.520 1.520 0.000 0.000 0.000 1.520 1.234
D3 0 0.000 0.000 0.429 0.235 0.000 0.646 0.646
D1 0 0.000 0.000 0.098 0.102 2.290 2.446 2.446
D2 0 3.049 2.387 0.573 1.385 0.000 3.834 3.834
OUT 0 3.834 3.834 0.000 0.000 0.012 3.834 3.834
#44HEND_PEAK_SUMMARY3
##4HH4START_TIME_SUMMARY:
SUBAREA OUT_STR STREAM STREAM LOCAL LOCAL DIRECTED OUTLET_STRUCTURE
1=exist TOP BOTTOM PERVIOUS IMPERVIOUS TO BOTTOM INFLOW OUTFLOW
(Times in minutes)
A 0 0.0 0.0 40.0 35.0 0.0 35.0 35.0
B1 0 35.0 45.0 40.0 35.0 0.0 40.0 40.0
Dodonaea 1 40.0 40.0 0.0 0.0 0.0 40.0 73.3
B2 1 73.3 78.3 35.0 35.0 0.0 35.0 35.0
cl 0 0.0 0.0 35.0 35.0 0.0 35.0 35.0
C3 1 0.0 0.0 35.0 35.0 0.0 35.0 35.0
c2 0 33.3 40.0 35.0 35.0 0.0 35.0 35.0
Twigrush iL, 35.0 35.0 0.0 0.0 0.0 35.0 40.0
D3 0 0.0 0.0 40.0 35.0 0.0 35.0 35.0
D1 0 0.0 0.0 35.0 35.0 40.0 40.0 40.0
D2 0 40.0 46.7 40.0 35.0 0.0 40.0 40.0
B09182.W-02A
Page 43
I
Flood Investigation & Stormwater Quantity Management Plan BROWN
Snlm:.r
Proposed Residential Development at Doonella Stage C -
OUT 0 40.0 40.0 0.0 0.0 35.0 40.0 40.0
#####END_TIME-SUMMARY###########################################################
#####START_OUTLET_STRUCTURE-SUMMARY######################################
SUBAREA INITIAL INFLOW OUTFLOW FINAL BALANCE
STORAGE STORAGE
(volumes in thousands m3)
Dodonaea 0.001 4.766 4.765 0.002 0.000
B2 0.000 6.058 6.058 0.000 0.000
C3 0.000 0.164 0.164 0.000 0.000
TWigrush 0.000 3.133 3.133 0.000 0.000
SUBAREA INFLOW OUTFLOW INFLOW MAX.VOL MAX.WATER
PEAK PEAK VOLUME STORED ELEVATION
(m3/s) (m3/s) (m3 E3) (m3 E3) (metres)
Dodonaea 1..717 0.679 4.766 1.734 11.862
B2 1.074 1.074 6.058 0.000 1.008
c3 0.092 0.092 0.164 0.000 1.153
TWigrush 1.520 1.234 3.133 1.057 9.345
#####END_OUTLET_STRUCTURE-SUMMARY########################################
#####END_RESULTS_STORM_ll
#####START_STORM#14
50 Year ARI 90 Mins Duration DESIGN STORM
2.00
2.00
#####START_DESIGN_RAIN
50 90 1.00
IFD_COEFFS_IN_THIS_FILE
1
Q._Beckmans 3UNKNOWN 0.00 0.00 27.00 52.03 10.34 3.46
93.95 24.00 8.66 4.40 17.60 0.11 1400.00 25 0.87 (-
26.41,153.03)
#####END_DESIGN_RAIN
#####START_CALC_RAINGAUGE-WEIGHTS
#####END_CALC_RAINGAUGE_WEIGHTS .
#####START_LOSS_RATES
A 25.00 2.50 1.00
B1 25.00 2.50 1.00
Dodonaea 25.00 2.50 1.00
B2 25.00 2.50 1.00
c1 25.00 2.50 1.00
c3 25.00 2.50 1.00
C2 25.00 2.50 1.00
TWigrush 25.00 2.50 1.00
03 25.00 2.50 1.00
01 25.00 2.50 1.00
02 25.00 2.50 1.00
OUT 25.00 2.50 1.00
#####END_LOSS_RATES
#####START_RECORDED_HYDROGRAPHS
o
#####END_RECORDED_HYDROGRAPHS
#####START_IMPORTED_HYDROGRAPHS
o
#####END_IMPORTED_HYDROGRAPHS
#####END_STORM#14
#####START_RESULTS_STORM_14
#####START_CATCHMENT_SUMMARY############################################
Catchment area (hectares) 18.18
Impervious percent (%) 50.46
Rainfall depth (mm) 115.89
Excess rainfall (mm) 101.49
Calc. runoff depth (mm) 101.44 -
from bottom subarea
Reed. runoff depth (mm) 0.00 -
from bottom subarea
Calc. peak discharge (m3/s) 4.479 -
from bottom subarea
Reed. peak discharge (m3/s) 0.000 -
from bottom subarea
#####END_CATCHMENT_SUMMARY##############################################
B09182.w-02A
[OCR of page images]
Flood Investigation & Stormwater Quantity Management Plan
BROWN
Proposed Residential Development at Doonella - Stage C Smart Water
OUT 0 40.0 40.0 0.0 0.0 35.0 40.0 40.0
#44#4##END_TIME_SUMMARY
##44#4H#S TART_OUTLET_STRUCTURE_SUMMAR V#####3 4:4 A
SUBAREA INITIAL INFLOW OUTFLOW FINAL BALANCE
STORAGE STORAGE
(volumes in thousands m3)
Dodonaea 0.001 4.766 4.765 0.002 0.000
B2 0.000 6.058 6.058 0.000 0.000
Gc 0.000 0.164 0.164 0.000 0.000
Twigrush 0.000 3.133 3.133 0.000 0.000
SUBAREA INFLOW OUTFLOW INFLOW = _MAX.VOL__MAX.WATER
PEAK PEAK VOLUME STORED ELEVATION
(m3/s) (m3/s) (m3 £3) (m3 £3) (metres)
Dodonaea 1.717 0.679 4.766 1.734 11.862
B2 1.074 1.074 6.058 0.000 1.008
c3 0.092 0.092 0.164 0.000 1.153
Twigrush 1.520 1.234 3.133. 1.057 9.345
#4444 END_OUTLET_STRUCTURE_SUMMAR Y 4H HAHEI
#HHHEND_RESULTS_STORM_11
#AHEHSTART_STORM#14
50 Year ARI 90 Mins Duration DESIGN STORM
2.00
2.00
#####START_DESIGN_RAIN
50 90 1.00
IFD_COEFFS_IN_THIS_FILE
1
Q_Beckmans 3BUNKNOWN 0.00 0.00 27.00 52.03 10.34 3.46
93.95 24.00 8.66 4.40 17.60 0.11 1400.00 25 0.87 (-
26.41,153.03)
###4#4END_DESIGN_RAIN
#####START_CALC_RAINGAUGE_WEIGHTS
#4###END_CALC_RAINGAUGE_WEIGHTS
#HHHESTART_LOSS_RATES
A 25.00 2.50 1.00
B1 25.00 2.50 1.00
Dodonaea 25.00 2.50 1.00
B2 25.00 2.50 1.00
cl 25.00 2.50 1.00
3 25.00 2.50 1.00
c2 25.00 2.50 1.00
Twigrush 25.00 2.50 1.00
D3 25.00 2.50 1.00
D1 25.00 2.50 1.00
D2 25.00 2.50 1.00
OUT 25.00 2.50 1.00
#HHEHEND_LOSS_RATES
##HHESTART_RECORDED_HYDROGRAPHS
0
#4####END_RECORDED_HYDROGRAPHS
#####START_IMPORTED_HYDROGRAPHS
0
###4##END_IMPORTED_HYDROGRAPHS
##444END_STORM#14
#HHHS TART_RESULTS_STORM_14
‘#4HHEHS TART_CATCHMENT_SUMMARY:
Catchment area (hectares) = 18.18
Impervious percent (%) = 50.46
Rainfall depth (mm) = 115.89
Excess rainfall (mm) = 101.49
Calc. runoff depth (mm) = 101.44 - from bottom subarea
Recd. runoff depth (mm) = 0.00 - from bottom subarea
Calc. peak discharge (m3/s) = 4.479 - from bottom subarea
Recd. peak discharge (m3/s) = 0.000 - from bottom subarea
#####END_CATCHMENT_SUMMARY:
B09182.W-02A
Page 44
Flood Investigation & Storm water Quantity Management Plan BROWN
Proposed Residential Development at Doonella Stage C -
S7lUlrt~
#####START_VOLUME_SUMMARY#######################################################################
SUBAREA DIRECTED IMPORTED LOCAL LOCAL DIRECTED IMPORTED OUTFLOW BALANCE
TO TOP TO TOP PERVIOUS IMPERVIOUS TO BOTTOM TO BOTTOM
(volumes in thousands m3)
A
0.000 0.000 1.739 0.500 0.000 0.000 2.239 0.000
B1
2.239 0.000 1.425 2.105 0.000 0.000 5.768 0.001
Dodonaea
5.768 0.000 0.000 0.000 0.000 0.000 5.767 0.001
B2
5.775 0.000 0.706 0.854 0.000 0.000 7.327 0.007
C1
0.000 0.000 0.495 1.205 0.000 0.000 1.700 0.000
C3
0.000 0.000 0.031 0.164 0.000 0.000 0.195 0.000
C2
0.192 0.000 0.454 1.390 0.000 0.000 2.035 0.002
TWigrush
3.735 0.000 0.000 0.000 0.000 0.000 3.735 0.000
03
0.000 0.000 1.182 0.544 0.000 0.000 1. 726 0.000
01
0.000 0.000 0.204 0.228 11.083 0.000 11.515 0.000
02
13.241 0.000 1.663 3.552 0.000 0.000 18.442 0.014
OUT
18.442 0.000 0.000 0.000 0.003 0.000 18.445 0.000
#####END_VOLUME_SUMMARY#########################################################################
#####START_PEAK_SUMMARY###############################################################
SUBAREA OUT_STR STREAM STREAM LOCAL LOCAL DIRECTED OUTLET_STRUCTURE
l=exist TOP BOTTOM PERVIOUS IMPERVIOUS TO BOTTOM INFLOW OUTFLOW
i ncl udi ng including
imported to imported to
TOP BOTTOM
(Discharges in m3js)
A 0 0.000 0.000 0.679 0.226 0.000 0.862 0.862
B1 0 0.862 0.681 0.572 0.888 0.000 1.956 1.956
Dodonaea 1 1.956 1.956 0.000 0.000 0.000 1.956 1.007
B2 1 1.007 0.979 0.308 0.376 0.000 1.193 1.193
C1 0 0.000 0.000 0.229 0.523 0.000 0.752 0.752
c3 1 0.000 0.000 0.019 0.077 0.000 0.096 0.096
C2 0 0.080 0.064 0.213 0.599 0.000 0.867 0.867
TWigrush 1 1.619 1.619 0.000 0.000 0.000 1.619 1.429
03 0 0.000 0.000 0.485 0.245 0.000 0.714 0.714
D1 0 0.000 0.000 0.105 0.106 2.585 2.757 2.757
02 0 3.435 2.785 0.654 1.459 0.000 4.479 4.479
OUT 0 4.479 4.479 0.000 0.000 0.016 4.479 4.479
#####END_PEAK_SUMMARY#################################################################
#####START_TIME_SUMMARY#########################################################
SUBAREA OUT_STR STREAM STREAM LOCAL LOCAL DIRECTED OUTLET_STRUCTURE
l=exist TOP BOTTOM PERVIOUS IMPERVIOUS TO BOTTOM INFLOW OUTFLOW
(Times in minutes)
A o 0.0 0.0 40.0 35.0 0.0 35.0 35.0
B1 o 35.0 45.0 40.0 35.0 0.0 40.0 40.0
Dodonaea 1 40.0 40.0 0.0 0.0 0.0 40.0 63.3
B2 1 63.3 70.0 35.0 35.0 0.0 68.3 68.3
C1 o 0.0 0.0 35.0 35.0 0.0 35.0 35.0
c3 1 0.0 0.0 35.0 35.0 0.0 35.0 35.0
C2 o 33.3 40.0 35.0 35.0 0.0 35.0 35.0
TWigrush 1 35.0 35.0 0.0 0.0 0.0 35.0 40.0
03 o 0.0 0.0 40.0 35.0 0.0 35.0 35.0
01 0 0.0 0.0 35.0 35.0 40.0 40.0 40.0
02 0 38.3 45.0 40.0 35.0 0.0 40.0 40.0
OUT 0 40.0 40.0 0.0 0.0 35.0 40.0 40.0
#####END_TIME_SUMMARY###########################################################
#####START_OUTLET_STRUCTURE_SUMMARY######################################
SUBAREA INITIAL INFLOW OUTFLOW FINAL BALANCE
STORAGE STORAGE
B09182.w-02A
[OCR of page images]
Flood Investigation & Stormwater Quantity Management Plan BROWN
Proposed Residential Development at Doonella - Stage C Smart Water
##4##4S TART_VOLUME_SUMMARY3
SUBAREA DIRECTED IMPORTED LOCAL LOCAL DIRECTED IMPORTED OUTFLOW BALANCE
TO TOP TO TOP PERVIOUS IMPERVIOUS TO BOTTOM TO BOTTOM
(Volumes in thousands m3)
A
0.000 0.000 1.739 0.500 0.000 0.000 2.239 0.000
B1
2.239 0.000 1.425 2.105 0.000 0.000 5.768 0.001
Dodonaea
5.768 0.000 0.000 0.000 0.000 0.000 5.767 0.001
B2
5.775 0.000 0.706 0.854 0.000 0.000 7.327 0.007
cl
0.000 0.000 0.495 1.205 0.000 0.000 1.700 0.000
C3
0.000 0.000 0.031 0.164 0.000 0.000 0.195 0.000
c2
0.192 0.000 0.454 1.390 0.000 0.000 2.035 0.002
Twigrush
3.735 0.000 0.000 0.000 0.000 0.000 3.735 0.000
D3
0.000 0.000 1.182 0.544 0.000 0.000 1.726 0.000
D1
0.000 0.000 0.204 0.228 11.083 0.000 11.515 0.000
D2
13.241 0.000 1.663 3.552 0.000 0.000 18.442 0.014
OUT
18.442 0.000 0.000 0.000 0.003 0.000 18.445 0.000
#HHEHAEND_VOLUME_SUMMARY3
#HHHHES TART_PEAK_SUMMARY3
SUBAREA OUT_STR STREAM STREAM LOCAL LOCAL DIRECTED OUTLET_STRUCTURE
1=exist TOP BOTTOM PERVIOUS IMPERVIOUS TO BOTTOM INFLOW OUTFLOW
including including
imported to imported to
TOP BOTTOM
(Discharges in m3/s)
A 0 0.000 0.000 0.679 0.226 0.000 0.862 0.862
Bl 0 0.862 0.681 0.572 0.888 0.000 1.956 1.956
Dodonaea 1 1.956 1.956 0.000 0.000 0.000 1.956 1.007
B2 1 1.007 0.979 0.308 0.376 0.000 1.193 1.193
cl 0 0.000 0.000 0.229 0.523 0.000 0.752 0.752
C3 1 0.000 0.000 0.019 0.077 0.000 0.096 0.096
c2 0 0.080 0.064 0.213 0.599 0.000 0.867 0.867
Twigrush 1 1.619 1.619 0.000 0.000 0.000 1.619 1.429
D3 0 0.000 0.000 0.485 0.245 0.000 0.714 0.714
Dl 0 0.000 0.000 0.105 0.106 2.585 2.757 2.757
D2 0 3.435 2.785 0.654 1.459 0.000 4.479 4.479
OUT 0 4.479 4.479 0.000 0.000 0.016 4.479 4.479
#HEHIHEND_PEAK_SUMMARY:
#HEEHHS TART_TIME_SUMMARY:
SUBAREA OUT_STR STREAM STREAM LOCAL LOCAL DIRECTED OUTLET_STRUCTURE
l=exist TOP BOTTOM PERVIOUS IMPERVIOUS TO BOTTOM INFLOW OUTFLOW
(Times in minutes)
A 0 0.0 0.0 40.0 35.0 0.0 35.0 35.0
Bl 0 35.0 45.0 40.0 35.0 0.0 40.0 40.0
Dodonaea 1 40.0 40.0 0.0 0.0 0.0 40.0 63.3
B2 1 63.3 70.0 35.0 35.0 0.0 68.3 68.3
cl 0 0.0 0.0 35.0 35.0 0.0 35.0 35.0
c3 1 0.0 0.0 35.0 35.0 0.0 35.0 35.0
c2 0 33.3 40.0 35.0 35.0 0.0 35.0 35.0
Twigrush 1 35.0 35.0 0.0 0.0 0.0 35.0 40.0
D3 0 0.0 0.0 40.0 35.0 0.0 35.0 35.0
D1 0 0.0 0.0 35.0 35.0 40.0 40.0 40.0
D2 0 38.3 45.0 40.0 35.0 0.0 40.0 40.0
OUT 0 40.0 40.0 0.0 0.0 35.0 40.0 40.0
#4####END_TIME_SUMMARY3
#H#HHSTART_OUTLET_STRUCTURE_SUMMAR Y7HHHE EHH HEHEHE EEE EE
SUBAREA INITIAL INFLOW OUTFLOW FINAL BALANCE
STORAGE STORAGE
B09182.W-02A
Page 45
Flood Investigation & Stormwater Quantity Management Plan BROWN
S11UIt’t Uiter
Proposed Residential Development at Doonella -
Stage C
(volumes in thousands m3)
Dodonaea 0.001 5.768 5.767 0.002 0.000
B2 0.000 7.327 7.327 0.000 0.000
C3 0.000 0.195 0.195 0.000 0.000
TWigrush 0.000 3.735 3.735 0.000 0.000
SUBAREA INFLOW OUTFLOW INFLOW MAX.VOL MAX.WATER
PEAK PEAK VOLUME STORED ELEVATION
(m3/s) (m3/s) (m3 E3) (m3 E3) (metres)
Dodonaea 1.956 1.007 5.768 2.059 12.035
B2 1.193 1.193 7.327 0.000 1.021
C3 0.096 0.096 0.195 0.000 1.198
TWigrush 1.619 1.429 3.735 1.082 9.385
#####END_OUTLET_STRUCTURE_SUMMARY########################################
#####END_RESULTS_STORM_14
#####START_STORM#17
100 Year ARI 90 Mins Duration DESIGN STORM
2.00
2.00
#####START_DESIGN_RAIN
100 90 1.00
IFD_COEFFS_IN_THIS_FILE
1
Q_Beckmans 3UNKNOWN 0.00 0.00 27.00 52.03 10.34 3.46
93.95 24.00 8.66 4.40 17.60 0.11 1400.00 25 0.87 (-
26.41,153.03)
#####END_DESIGN_RAIN
#####START_CALC_RAINGAUGE_WEIGHTS
#####END_CALC_RAINGAUGE_WEIGHTS
#####START_LOSS_RATES
A 25.00 2.50 1.00
B1 25.00 2.50 1.00
Dodonaea 25.00 2.50 1.00
B2 25.00 2.50 1.00
C1 25.00 2.50 1.00
C3 25.00 2.50 1.00
c2 25.00 2.50 1.00
TWigrush 25.00 2.50 1.00
03 25.00 2.50 1.00
01 25.00 2.50 1.00
02 25.00 2.50 1.00
OUT 25.00 2.50 1.00
#####END_LOSS_RATES
#####START_RECORDED_HYDROGRAPHS
o
#####END_RECORDED_HYDROGRAPHS
#####START_IMPORTED_HYDROGRAPHS
o
#####END_IMPORTED_HYDROGRAPHS
#####END_STORM#17
#####START_RESULTS_STORM_17
#####START_CATCHMENT_SUMMARY############################################
Catchment area (hectares) 18.18
Impervious percent (%) 50.46
Rainfall depth (mm) 129.11
Excess rai nfa11 (mm) 114.64
Calc. runoff depth (mm) 114.61 -
from bottom subarea
Reed. runoff depth (mm) 0.00 -
from bottom subarea
calc. peak discharge (m3/s) 5.181 -
from bottom subarea
Reed. peak discharge (m3/s) 0.000 -
from bottom subarea
#####END_CATCHMENT_SUMMARY##############################################
#####START_VOLUME_SUMMARY#######################################################################
SUBAREA DIRECTED IMPORTED LOCAL LOCAL DIRECTED IMPORTED OUTFLOW BALANCE
TO TOP TO TOP PERVIOUS IMPERVIOUS TO BOTTOM TO BOTTOM
(volumes in thousands m3)
B09182.w-02A
Page 46
Flood Investigation & Stormwater Quantity Management Plan BROWN
Proposed Residential Development at Doonelia Stage C -
Snutrt lfliter
A
0.000 0.000 1.999 0.557 0.000 0.000 2.556 0.000
B1
2.556 0.000 1.638 2.347 0.000 0.000 6.540 0.000
Dodonaea
6.540 0.000 0.000 0.000 0.000 0.000 6.539 0.001
B2
6.547 0.000 0.811 0.952 0.000 0.000 8.304 0.006
C1
0.000 0.000 0.569 1.344 0.000 0.000 1.913 0.000
C3
0.000 0.000 0.036 0.182 0.000 0.000 0.218 0.000
c2
0.211 0.000 0.522 1.550 0.000 0.000 2.283 0.002
TWi grush
4.195 0.000 0.000 0.000 0.000 0.000 4.195 0.000
D3
0.000 0.000 1.359 0.607 0.000 0.000 1.966 0.000
D1
0.000 0.000 0.234 0.254 12.521 0.000 13.009 0.000
D2
14.974 0.000 1.911 3.961 0.000 0.000 20.833 0.014
OUT
20.833 0.000 0.000 0.000 0.007 0.000 20.839 0.000
#####END_VOLUME_SUMMARY#########################################################################
#####START_PEAK_SUMMARY###############################################################
SUBAREA OUT_STR STREAM STREAM LOCAL LOCAL DIRECTED OUTLET_STRUCTURE
l=exist TOP BOTTOM PERVIOUS IMPERVIOUS TO BOTTOM INFLOW OUTFLOW
i ncl udi ng including
imported to imported to
TOP BOTTOM
(Discharges in m3/s)
A o 0.000 0.000 0.778 0.252 0.000 0.994 0.994
B1 o 0.994 0.792 0.653 0.990 0.000 2.239 2.239
Dodonaea 1 2.239 2.239 0.000 0.000 0.000 2.239 1.382
B2 1 1.382 1.284 0.354 0.419 0.000 1.532 1. 532
C1 o 0.000 0.000 0.261 0.583 0.000 0.844 0.844
C3 1 0.000 0.000 0.021 0.086 0.000 0.107 0.107
C2 o 0.080 0.068 0.243 0.667 0.000 0.970 0.970
TWi grush 1 1.814 1.814 0.000 0.000 0.000 1.814 1.642
D3 o 0.000 0.000 0.553 0.273 0.000 0.817 0.817
D1 0 0.000 0.000 0.119 0.118 2.901 3.100 3.100
D2 0 3.887 3.203 0.748 1.625 0.000 5.181 5.181
OUT 0 5.181 5.181 0.000 0.000 0.027 5.181 5.181
#####END_PEAK_SUMMARY#################################################################
#####START_TIME_SUMMARY#########################################################
SUBAREA OUT_STR STREAM STREAM LOCAL LOCAL DIRECTED OUTLET_STRUCTURE
l=exist TOP BOTTOM PERVIOUS IMPERVIOUS TO BOTTOM INFLOW OUTFLOW
(Times in minutes)
A o 0.0 0.0 40.0 35.0 0.0 35.0 35.0
B1 o 35.0 43.3 40.0 35.0 0.0 40.0 40.0
Dodonaea 1 40.0 40.0 0.0 0.0 0.0 40.0 56.7
B2 1 56.7 61.7 35.0 35.0 0.0 61.7 61.7
C1 o 0.0 0.0 35.0 35.0 0.0 35.0 35.0
c3 1 0.0 0.0 35.0 35.0 0.0 35.0 35.0
C2 o 25.0 40.0 35.0 35.0 0.0 35.0 35.0
TWigrush 1 35.0 35.0 0.0 0.0 0.0 35.0 38.3
03 o 0.0 0.0 40.0 35.0 0.0 35.0 35.0
01 o 0.0 0.0 35.0 35.0 38.3 38.3 38.3
D2 0 36.7 43.3 40.0 35.0 0.0 40.0 40.0
OUT 0 40.0 40.0 0.0 0.0 35.0 40.0 40.0
#####END_TIME_SUMMARY###########################################################
#####START_OUTLET_STRUCTURE_SUMMARY######################################
SUBAREA INITIAL INFLOW OUTFLOW FINAL BALANCE
STORAGE STORAGE
(volumes in thousands m3)
oodonaea 0.001 6.540 6.539 0.002 0.000
B2 0.000 8.304 8.304 0.000 0.000
c3 0.000 0.218 0.218 0.000 0.000
B09182.w-02A
[OCR of page images]
Flood Investigation & Stormwater Quantity Management Plan BROWN
Proposed Residential Development at Doonella - Stage C Smart Water
A
0.000 0.000 1.999 0.557 0.000 0.000 2.556 0.000
B1
2.556 0.000 1.638 2.347 0.000 0.000 6.540 0.000
Dodonaea
6.540 0.000 0.000 0.000 0.000 0.000 6.539 0.001
B2
6.547 0.000 0.811 0.952 0.000 0.000 8.304 0.006
cl
0.000 0.000 0.569 1.344 0.000 0.000 1.913 0.000
C3
0.000 0.000 0.036 0.182 0.000 0.000 0.218 0.000
c2
0.211 0.000 0.522 1.550 0.000 0.000 2.283 0.002
Twigrush
4.195 0.000 0.000 0.000 0.000 0.000 4.195 0.000
D3
0.000 0.000 1.359 0.607 0.000 0.000 1.966 0.000
D1
0.000 0.000 0.234 0.254 12.521 0.000 13.009 0.000
D2
14.974 0.000 1.911 3.961 0.000 0.000 20.833 0.014
OUT
20.833 0.000 0.000 0.000 0.007 0.000 20.839 0.000
#4444 END_VOLUME_SUMMARY:
##4HH#S TART_PEAK_SUMMARY3
SUBAREA OUT_STR STREAM STREAM LOCAL LOCAL DIRECTED OUTLET_STRUCTURE
1sexist TOP BOTTOM PERVIOUS IMPERVIOUS TO BOTTOM INFLOW OUTFLOW
including including
imported to imported to
TOP BOTTOM
(Discharges in m3/s)
A 0 0.000 0.000 0.778 0.252 0.000 0.994 0.994
Bl 0 0.994 0.792 0.653 0.990 0.000 2.239 2.239
Dodonaea 1 2.239 2.239 0.000 0.000 0.000 2.239 1.382
B2 L 1.382 1.284 0.354 0.419 0.000 1.532 1.532
cl 0 0.000 0.000 0.261 0.583 0.000 0.844 0.844
c3 1 0.000 0.000 0.021 0.086 0.000 0.107 0.107
c2 0 0.080 0.068 0.243 0.667 0.000 0.970 0.970
Twigrush 1 1.814 1.814 0.000 0.000 0.000 1.814 1.642
D3 0 0.000 0.000 0.553 0.273 0.000 0.817 0.817
D1 0 0.000 0.000 0.119 0.118 2.901 3.100 3.100
D2 0 3.887 3.203 0.748 1.625 0.000 5.181 5.181
OUT 0 5.181 5.181 0.000 0.000 0.027 5.181 5.181
###4##END_PEAK_SUMMARY%
#HHHHES TART_TIME_SUMMARY3
SUBAREA OUT_STR STREAM STREAM LOCAL LOCAL DIRECTED OUTLET_STRUCTURE
1=exist TOP BOTTOM PERVIOUS IMPERVIOUS TO BOTTOM INFLOW OUTFLOW
(Times in minutes)
A 0 0.0 0.0 40.0 35.0 0.0 35.0 35.0
Bl 0 35.0 43.3 40.0 35.0 0.0 40.0 40.0
Dodonaea 1 40.0 40.0 0.0 0.0 0.0 40.0 56.7
B2 £ 56.7 61.7 35.0 35.0 0.0 61.7 61.7
cL 0 0.0 0.0 35.0 35.0 0.0 35.0 35.0
c3 1 0.0 0.0 35.0 35.0 0.0 35.0 35.0
c2 0 25.0 40.0 35.0 35.0 0.0 35.0 35.0
Twigrush 1 35.0 35.0 0.0 0.0 0.0 35.0 38.3
D3 0 0.0 0.0 40.0 35.0 0.0 35.0 35.0
D1 0 0.0 0.0 35.0 35.0 38.3 38.3 38.3
D2 0 36.7 43.3 40.0 35.0 0.0 40.0 40.0
OUT 0 40.0 40.0 0.0 0.0 35.0 40.0 40.0
#4#44HHEND_TIME_SUMMARY3
#####S TART_OUTLET_STRUCTURE_SUMMAR V #44} HEHEHE EEE EE
SUBAREA INITIAL INFLOW OUTFLOW FINAL BALANCE
STORAGE STORAGE
(volumes in thousands m3)
Dodonaea 0.001 6.540 6.539 0.002 0.000
B2 0.000 8.304 8.304 0.000 0.000
c3 0.000 0.218 0.218 0.000 0.000
B09182.W-02A
Page 47
Flood Investigation & Stormwater Quantity Management Plan BROWN
Snutrt Wt
Proposed Residential Development at Doonella Stage C
-
TWigrush 0.000 4.195 4.195 0.000 0.000
SUBAREA INFLOW OUTFLOW INFLOW MAX.VOL MAX.WATER
PEAK PEAK VOLUME STORED ELEVATION
(m3/s) (m3/s) (m3 E3) (m3 E3) (metres)
Dodonaea 2.239 1.382 6.540 2.211 12.109
B2 1.532 1.532 8.304 0.000 1.059
C3 0.107 0.107 0.218 0.000 1.336
TWigrush 1.814 1.642 4.195 1.109 9.430
#####END_OUTLET_STRUCTURE_SUMMARY########################################
#####END_RESULTS_STORM_17
#####END_QA-SUMMARY_FILE################################################
B09182.W-02A
Page 48
Flood Investigation & Stormwater Quantity Management Plan BROWN
Snutrt lWzter
Proposed Residential Development at Doonella Stage C
-
APPENDIX C: HYDRAULIC ANALYSIS DETAILS &
RESULTS
C1: Extract from JF&P (2008)report.
C2: HEC RAS Results Table for 100 Year ARI (Mitigated Scenario Flows)
B09182.W-02A
Page 49
Flood Investigation & Stormwater Quantity Management Plan BROWN
Proposed Residential Development at Doonella Stage C - SnutrtUtn
C1: Extract from Appendix B of JF&P Site Based Stormwater Management Plan Beckmans Green, Noosaville,
(2008)
Basin Outflow
i\"mi ’l\w O\wfrc:Jm lm to OUtlet
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B09182,W-02A
[OCR of page images]
Flood Investigation & Stormwater Quantity Management Plan BROWN
Proposed Residential Development at Doonella - Stage C Smart Water
C1: Extract from Appendix B of JF&P Site Based Stormwater Management Plan Beckmans Green, Noosaville,
(2008)
Basin Outflow
Diversion weir over from Basin to Outlet
[Mece Flow =4.1052][ Max Vidocity = 6,09) *y . wt
. : ae =! Es
B09182.W-02A
Page 50
Flood Investigation & Stormwater Quantity Management Plan BROWN
SI’IUIt’t llit
Proposed Residential Development at Doonella Stage C
-
C2: HEC RAS Results Table for 100 Year ARI (Mitigated Scenario Flows)
100 YEAR ARI RESULTS. PLAN 02 MS Revision
.
River MinCh W.S. Crit E.G. Vel Vel Vel Vel Flow Froude#
Sta QTotal EI Elev W.S. Elev Left Chnl Right Total Area XS
(m3/s) (m) (m) (m) (m) (m/s) (m/s) (m/s) (m/s) (m2)
348 1.07 13.88 14.29 14.16 14.31 0.51 0.51 2.1 10.12
308 1.07 12.03 12.32 12.32 12.4 1.2 1.2 0.9 6.09
274 1.38 10.8 12.03 11.13 12.03 0.02 0.1 0.03 0.09 14.66 24.12
252 1.38 9.97 12.03 10.15 12.03 0.03 0.03 0.03 0.03 42.62 37.07
234 1.38 9.26 12.03 9.52 12.03 0.02 0.02 0.02 0.02 75.49 48.85
220 Culvert
213 1.38 8.56 8.92 8.72 8.93 0.41 0.41 3.33 12.19
198 3.11 8.2 8.66 8.5 8.69 0.69 0.32 0.69 4.53 15.12
166 3.11 7.54 7.81 7.74 7.83 0.57 0.62 0.77 0.63 4.92 25.84
141 3.11 7.11 7.77 7.34 7.77 0.29 0.19 0.17 0.21 14.89 32.86
121 3.11 6.99 7.75 7.24 7.75 0.35 0.15 0.02 0.22 14.11 28.59
101 3.11. 7 7.73 7.33 7.74 0.48 0.2 0.32 9.85 24.47
90 3.11 6.4 7.73 6.8 7.73 0.12 0.11 0.14 0.12 26.46 37.79
75 Culvert
60 5.18 6.07 7.6 6.35 7.6 0.14 0.12 0.16 0.13 40.71 37.87
100 YEAR ARI RESULTS FOR SENSITIVITY CHECK (n=0.15).PLAN 03.MS sens
River MinCh W.S. Crit E.G. Vel Vel Vel Vel Flow Froude#
Sta QTotal EI Elev W.S. Elev Left Chnl Right Total Area XS
(m3/s) (m) (m) (m) .
(m) (m/s) (m/s) (m/s) (m/s) (m2)
348 1.07 13.88 14.38 14.16 14.38 0.35 0.35 3.03 12.16
308 1.07 12.03 12.32 12.32 12.4 1.2 1.2 0.9 6.09
274 1.38 10.8 12.03 11.13 12.03 0.02 0.1 0.03 0.09 14.68 24.13
252 1.38 9.97 12.03 10.15 12.03 0.02 0.04 0.02 0.03 42.62 37.07
234 1.38 9.26 12.03 9.52 12.03 0.01 0.02 0.D1 0.02 75.49 48.85
220 Culvert
213 1.38 8.56 9.02 8.72 9.02 0.3 0.3 4.56 13.58
198 3.11 8.2 8.7 8.5 8.72 0.62 0.18 0.62 5.06 15.64
166 3.11 7.54 7.93 7.74 7.94 0.21 0.41 0.28 0.39 8.01 27.97
141 3.11 7.11 7.84 7.32 7.84 0.14 0.2 0.09 0.18 17.44 34.95
121 3.11 6.99 7.81 7.22 7.81 0.22 0.19 0.03 0.2 15.74 29.85
101 3.11 7 7.74 7.3 7.74 0.34 0.28 0.31 10.1 24.71
90 3.11 6.4 7.73 6.8 7.73 0.07 0.13 0.08 0.12 26.46 37.79
75 Culvert
60 5.18 6.07 7.6 6.32 7.6 0.08 0.14 0.1 0.13 40.71 37.87
B09182.w-02A
[OCR of page images]
Flood Investigation & Stormwater Quantity Management Plan
BROWN
Proposed Residential Development at Doonella - Stage C Smart Water
C2: HEC RAS Results Table for 100 Year ARI (Mitigated Scenario Flows)
100 YEAR ARI RESULTS - PLAN 02 - MS Revision
River Min Ch WS. Crit E.G. Vel Vel Vel Vel Flow Froude #
Sta Q Total El Elev ws. Elev Left Chni Right Total Area xs
(m3/s) (m) (m) (m) (m) (m/s) (mis) (mis) (m/s) (m2)
348 1.07 13.88 14.29 14.16 14.31 0.51 0.51 24 10.12
308 1.07 12.03 12.32 12.32 12.4 ee 1.2 0.9 6.09
274 1.38 10.8 12.03 11.13 12.03 0.02 0.1 0.03 0.09 14.66 24.12
252 1.38 9.97 12.03 10.15 12.03 0.03 0.03 0.03 0.03 42.62 37.07
234 1.38 9.26 12.03 9.52 12.03 0.02 0.02 0.02 0.02 75.49 48.85
220 Culvert
213 1.38 8.56 8.92 8.72 8.93 0.41 0.41 3.33 12.19
198 3.11 8.2 8.66 8.5 8.69 0.69 0.32 0.69 4.53 15.12
. 166 3.11 7.54 7.81 7.74 7.83 0.57 0.62 0.77 0.63 4.92 25.84
| 144 3.11 7.11 in 7.34 7.77 0.29 0.19 0.17 0.21 14.89 32.86
121 3.11 6.99 7.75 7.24 7.75 0.35 0.15 0.02 0.22 14.14 28.59
| 101 3.11 7 7.73 7.33 7.74 0.48 0.2 0.32 9.85 24.47
90 3.11 6.4 7.73 6.8 7.73 0.12 0.11 0.14 0.12 26.46 37.79
| 75 Culvert
| 60 5.18 6.07 7.6 6.35 7.6 0.14 0.12 0.16 0.13 40.71 37.87
| 100 YEAR ARI RESULTS FOR SENSITIVITY CHECK (n=0.15) - PLAN 03 - MS sens
River Min Ch W.S. Crit E.G. Vel Vel Vel Vel Flow Froude #
Sta Q Total El Elev w.s. Elev Left Chni Right Total Area xs
(m3/s) (m) (m) (m) (m) (m/s) (mis) (mis) (m/s) (m2)
348 1.07 13.88 14.38 14.16 14.38 0.35 0.35 3.03 12.16
308 1.07 12.03 12.32 12.32 12.4 1.2 1.2. 0.9 6.09
274 1.38 10.8 12.03 11.13 12.03 0.02 0.1 0.03 0.09 14.68 24.13
252 1.38 9.97 12.03 10.15 12.03 0.02 0.04 0.02 0.03 42.62 37.07
234 1.38 9.26 12.03 9.52 12.03 0.01 0.02 0.01 0.02 75.49 48.85
220 Culvert
213 1.38 8.56 9.02 8.72 9.02 0.3 0.3 4.56 13.58
198 3.11 8.2 8.7 8.5 8.72 0.62 0.18 0.62 5.06 15.64
166 3.11 7.54 7.93 7.74 7.94 0.21 0.41 0.28 0.39 8.01 27.97
144 3.11 7.11 7.84 7.32 7.84 0.14 0.2 0.09 0.18 17.44 34.95
121 3.11 6.99 7.81 7.22 7.81 0.22 0.19 0.03 0.2 15.74 29.85
101 3.11 z 7.74 7.3 7.74 0.34 0.28 0.31 10.1 24.71
90 3.11 6.4 7.73 6.8 7.73 0.07 0.13 0.08 0.12 26.46 37.79
75 Culvert
60 5.18 6.07 7.6 6.32 7.6 0.08 0.14 0.1 0.13 40.71 37.87
B09182.W-02A
Page 51
Flood Investigation & Stormwater Quantity Management Plan BROWN
Snuzrt Uitter
Proposed Residential Development at Doonella Stage C
-
APPENDIX D: DESIGN PLANS & DETAILS
B09182.w-02A
Page 52
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CONJUNCTION WITH BROWN CONSULTING REPORT
NO. B09182.W-01A
CONCEPT PLAN ONLY
’-’ SWANBOURNE WAY
2. CONTOURS ARE AT 0.25m INTERVALS.
NOT TO BE USED FOR
CONSTRUCTION PURPOSES
Brown ConsuMrc IQLD)Ply lid Engin..,. & Managon
SURVEYOR: RPS L."j 6199c..y Shot, Sau1h BrUbane QUlhJstroia 4101
1 INNOVATION PARKWAY KAWANA WATERS Telephone 07 3895 34<< Foaimle 0738953400
40 50 Al Ph (07) 5436 7888 Fax (07) 5493 6630 ...... CIMIn ......:....,...........COIII:.....
P""’"""""’" A3 PItO"CT No.
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RPEo 41~
RPEQ 4802 e B09182.W-SK01
Page 53
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LEGEND
HEC RAS MODEL CENTRE LINE
-__j HEC RAS MODEL CROSS SECTION
100 YEAR FLOOD EXTENTS
CONTOURS
BLOCKWORK RETAINING WALL
BLOCK BOULDER RETAINING WALL
NOTES:
1. THIS DRAWING IS TO BE READ IN
CONJUNCTION WITH BROWN CONSULTING REPORT
NO. B09182.W-01A
2. CONTOURS ARE AT 0.25m INTERVALS.
,
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CONCEPT PLAN ONLY
, NOT TO BE USED FOR
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SURVEYOR: RPS
1 INNOVATION PARKWAY KAWANA WATERS
l....I6199 G!.y_.Saolh QlDhnInllaml SECTION LOCA nONS
Telephone 07 3895 3444 Foale 07 3895 3400
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Al PftO"CT No.
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Page 54
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LEGEND
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PROPOSED RETAINING WALL
1,250 5 10 Al
1500 AJ
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900.900 FIELD INLET I I
TOP WEIR LEVEL 9.30 "<!:;:;:::.Ai’.;:~~;:;.~~:;::.:~~:’; , PROPOSED FILTER MEDIA IS18m’)
~ f ~
TOP OF PIT 9.00 _=_=-
~ PROPOSED ROCK PROTECTION
. .. . ..
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TW 9.60. TOP OF FILTER MEDIA
TW = TOP OF WALL, BW =
~ MAJOR FLOW DIRECTION
SECTION A
SCALE1:50 3
KEY PLAN TOT AL DETENTION VOLUME = 3730m
DI!:~QN CHECK 8_ CoosullinglWlI Ply lld Engin..rs & Manogon
Levell, 15 Nicklin Wat, Buddina QLDAustrolia 4575
STOCKLANO LAKE OOONELLA PTY LTO T~ephone 07 5470 9260 Focsimile 07 5470 9262
PEP
........ CIMwN. ......... ..,..... ........eo.t
AS SHOWN
DIIIA’MI C_CK BRENT TliOI1A5 1862
LAKE OOONELLA NOOSA CONSlA.T AUSTKAIJA
PE.P N09004
FOR & ON BEHALF OF BROWN CONSULTING PlY LTD
STAGE C ~
[OCR of page images]
1250 5
1500
TOP OF PIT 9.00-
TOP OF WEIR
RL 9.80m
DETENTION VOLUME
1210m?
\ \
TOP OF FILTER MEDIA, \ \
RL 7.50m
OF WEIR
RL 9.30m
BIO-BASIN
0 5 0 At
a3
7>—TOP OF BASIN 9.60
900x900 FIELD INLET- T*———TOP WEIR LEVEL 9.30
TOP OF FILTER MEDIA 7.50m
525D
IL_6.90
Y {L 6.50 SWALE TO CULVERT
j-——2x225H OUTLET PIPES IL 7.80
-TOP OF EXISTING FILTER MEDIA . ~
vie “RL 6.00m~ . ~
450010
11000
5
0
CROSSING DETENTION
10
450 DIA RCP
U/S IL 9.30
D/S IL 9.15
20 A
AB
=
LEGEND
PROPOSED RETAINING WALL
PROPOSED WEIR
PROPOSED FILTER MEDIA (518m?)
PROPOSED ROCK PROTECTION
EXISTING FILTER MEDIA
TOP OF BATTER
RETAINING WALL LEVEL
TW 9.600 W.= TOP OF WALL, BW = TOP OF FILTER MEDIA
a MAJOR FLOW DIRECTION
SECTION (AY
SCALE1:50 Va
Fas wou sag GATE 46200 TE Ht KEY PLAN TOTAL DETENTION VOLUME = 3730m?
Pinet | CALCS |DRAWH| DATE aaa pesan cHeck ‘SCALE (METRES | MICROFILM No. SURVEYOR ‘CUENT Brown Consultin (QLD) Pty Lid Engineers & Managers ‘DRAWING TITLE
BIEL of ao pee RIRNOVATION PARKWAY, BIRTIWYA STOCKLAND LAKE DOONELLA PTY LTD Sep Bat aa Se ical
ee ee AS SHOWN power nn Pappy 6 TRBB Foe (07) 5193 6650 Vora . P QUALITY & QUANTITY
¥ PEP_| PEP [9.062002] SURVEYORS DETALS AMENDED ee Nog004 o=—_— LAKE DOONELLA NOOSA ‘CONSULT AUSTRALIA | DRAWING WONDER
3 F : FOR & ON BEHALF OF BROWN CONSULTING (QLD) PTY LTD STAGE Cc wi NO9004-SK26
Used in these records
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