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MCU10/2083 Development Application part 2 - Attachment 7 - Stormwater Management Plan
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SITEBASEDSTORMWATER
MANAGEMENTPLAN
PROPOSEDDEVELOPMENTAT
37GibsonRoad,Noosaville
FOR
MarquetteProperties
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MANNA
URBANCONSULTANTS
SUES SPR ea
MANAGEMENT PLAN
PROPOSED DEVELOPMENT AT
37 Gibson Road, Noosaville
FOR
Marquette Properties
PLANNERS
URBAN DESIGNERS
UAV (e)st
Vy (O\ oe aN Nass)
LANDSCAPE ARCHITECTS
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SITEBASEDSTORMWATER
MANAGEMENTPLAN
PROPOSEDDEVELOPMENTAT
37GibsonRoad,Noosaville
FOR
MarquetteProperties
M2383–RevisionD
JF&PConsultingEngineersPtyLtd
Preparedby:AlexFacchin
Approvedby:AndrewFraser
BRISBANEJFPHouse SUNSHINECOAST CENTRALQUEENSLAND
76ErnestStreet,SouthBrisbane 237239BradmanAvenue,Maroochydore 59GoondoonStreet,Gladstone
POBox3634,SouthBrisbaneQld4101 POBox6MaroochydoreQld4558 POBox172,GladstoneQld4680
P0738447161F38461959 P0754432500F0754434759 P0749722100F0749725444
JONESFLINT&PIKEPTY.LTD.ABN79050414045JF&PCONSULTINGENGINEERSPTY.LTD.ABN77050414036MEMBERSHIPS.UDIA.PCA.PIA.UDAL.SSSI.RPECQ.AILA.WEBSITE.WWW.JFP.COM.AU
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TIRANA
URBANCONSULTANTS
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“SURVEYORS
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: LANDSCAPE ARCHITECTS
SITE BASED STORMWATER
MANAGEMENT PLAN
PROPOSED DEVELOPMENT AT
37 Gibson Road, Noosaville
FOR
Marquette Properties
M2383 — Revision D
JF&P Consulting Engineers Pty Ltd
Prepared by: Alex Facchin
Approved by: Andrew Fraser
BRISBANE - JFP House SUNSHINE COAST CENTRAL QUEENSLAND
URBAN DESIGNERS 76 Ernest Street, South Brisbane 237-239 Bradm
WA SURVEYORS PO Box 3634, South Brisbane Qld 4101 PO Box 6 Maroochy
OO P07 38447161 F 3846 1959 P07 5443 2500 FO
ENGINEERS
59 Goondoon Street, Gladstone
PO Box 172, Gladstone Qld 4680
P07 4972 2100 F07 4972 5444
IMI LANDSCAPE ARCHITECTS JONES FLINT & PIKE PTY.LTD. ABN 79 050 414 045 JF&P CONSULTING ENGINEERS PTY.LTD. ABN 77 050 414 036 MEMBERSHIPS. UDIA. PCA. PIA. UDAL. SSSI. RPECQ. AILA. WEBSITE. WWW.JFP.COM.AU
Page 3
TABLEOFCONTENTS
1.0 INTRODUCTION....................................................................................................................................................5
2.0 SITECHARACTERISTICS.........................................................................................................................................5
2.1 LOCATION.........................................................................................................................................................5
2.2 TOPOGRAPHYANDSITEDRAINAGE.................................................................................................................5
3.0 WATERQUANTITY................................................................................................................................................6
3.1 INTRODUCTION................................................................................................................................................6
3.2 CATCHMENTS...................................................................................................................................................6
3.3 COEFFICIENTOFRUNOFF................................................................................................................................6
3.4 TIMEOFCONCENTRATION...............................................................................................................................6
3.5 RAINFALLINTENSITIES......................................................................................................................................7
3.6 FLOWS(UNMITIGATED)....................................................................................................................................7
3.7 COMPARISONOFFLOWS.................................................................................................................................7
4.0 CONSTRUCTIONPHASEWATERQUALITYMANAGEMENT...................................................................................8
4.1 POLLUTANTS.....................................................................................................................................................8
4.2 POTENTIALIMPACTS........................................................................................................................................8
4.3 PERFORMANCEOBJECTIVESANDINDICATORS................................................................................................8
4.4 MONITORINGANDMAINTENANCE..................................................................................................................9
4.5 RESPONSIBILITYANDREPORTING....................................................................................................................9
5.0 OPERATIONALPHASEWATERQUALITYMANAGEMENT....................................................................................10
5.1 INTRODUCTION..............................................................................................................................................10
5.2 POLLUTANTS...................................................................................................................................................10
5.3 OBJECTIVES.....................................................................................................................................................10
5.4 STORMWATERQUALITYTREATMENTTRAIN.................................................................................................11
5.5 MAINTENANCE...............................................................................................................................................11
5.6 MUSICCATCHMENTPARAMETERS................................................................................................................12
5.7 MUSICSOURCENODEPARAMETERS.............................................................................................................12
5.8 MUSICRAINFALLPARAMETERS......................................................................................................................13
5.9 MUSICTREATMENTNODEPARAMETERS.......................................................................................................13
5.10 MUSICMODEL............................................................................................................................................14
5.11 MUSICRESULTS..........................................................................................................................................14
6.0 CONCLUSION......................................................................................................................................................15
7.0 APPENDIXA........................................................................................................................................................16
SITEBASEDSTORMWATERMANAGEMENTPLAN–RevisionD 37GibsonRoad,Noosaville Page 3
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URBANCONSULTANTS
1.0 INTRODUCTION ..0...c ccc cece ccesccecsceeceecseeessecessecsececsecsesesesseseseecsesessecseecseceeseseeseesessassecessecsssessessaes ceseseeseesaseeseaees 5
2.0 SITE CHARACTERISTICS ......cccccsescsssscessssesccecsecsesecsecsesscsessscessesseecsessesecsscesecsesesseseessseessecessecescesseseeseseeseesisesseeesseees 5
2.1 LOCATION .0...ceccecccceececeeccecsceessecsesecsececsecsesecseceeeessasseessessesessecsesessesecseseasessassececsecsecessecsesesses ceessesaeeesseeaseeseneas 5
2.2 TOPOGRAPHY AND SITE DRAINAGE ..........cccccccecssscsesscssesesscsessceesseseseecsecessecsececsecsssessassesesessesesseesesessneeseeseasenes 5
3.0 WATER QUANTITY ....
B.D INTRODUCTION .... occ ccccceccccceecccscsecsececsecsesecsesseeessesseessessesecseceesessesseessassseessecsesecseseaseseeseseseessseesscessecaesessnsegs 6
3.2 CATCHMENTS ou... ccccccecscesscscssesssecseescsecsesecsesececsecsssessececsessesecsecsesessesseessasssessecessesseeesseceeseseeseeseseceeeesseesseeseneass 6
3.3. CO-EFFICIENT OF RUNOFF...
3.4 TIME OF CONCENTRATION........ccccccceccscecescsecseeecsececsecsececsecseessesecessessecessecessesseceesessaseseeseeseseeseeeessesseeessesasenses 6
3.5 RAINFALL INTENSITIES .......cccccccccsescsecscsecseseceessecsseessecsssecsececsecsesesseseesessessesessecsesecsesesseseesseeeseessesessecssecinecesees 7
3.6 FLOWS (UNMITIGATED)... eee een etree teens nene nese neeeseseseeneseeneeeseseneseneseseesessenes seeseeeeneneeenege 7
3.7 COMPARISON OF FLOWS .......ccccccccccsscsssscessscesssecsceecsecsesecsececsscsesessessesessessccessecsesecsessasesseseseessassesessessssesseeeseness 7
4.0 CONSTRUCTION PHASE WATER QUALITY MANAGEMENT .........ccccccccescecceessesseceseecsecesecseeesseseseeseesseeeseseseesseees 8
4.1 POLLUTANTS 20... .cecccccceccsecscesceecsececeesseesssecsesecseceaecsessesessassecessecsesecsesseecseseseessessseessessssessssecseeaes seeseeeeseesaseeseeees 8
4.2 POTENTIAL IMPACTS ......cccccccesseseseesssecsesecsecscsecsesesecsesessessececsecsesecsecessesseseseessessasessessssesssceeseceeseseeseeseseeseeeseeees 8
4.3, PERFORMANCE OBJECTIVES AND INDICATORS...
4.4 MONITORING AND MAINTENANCE.........cccccccceccscsceescesseeecsecsesecsececsecsesesecsesessessecessecsecesseseeseseeseeseseesseeassesaseese 9
4.5 RESPONSIBILITY AND REPORTING 2.00... cccccssscssescescseesssessecsssecseecseceesecseseeseseessecessecsesesseseeseseeseeseseessesessesaseess 9
5.0 OPERATIONAL PHASEWATER QUALITY MANAGEMENT ........ccccccccccescsecseesseescsecsecscsecseseseessesssessasseeessesseessneese 10
5.1 INTRODUCTION ou... ecccceccecceecsecseeecsecsesecsecsesessessccsssesscessasscsecsecsssessesessssasseeessesseessesesseseeseseeseasisecsseesessaees 10
5.2 POLLUTANTS 1.00. .ccccccccccscesceesscceseecsececsecsesecsecsesessessesessesseessecsesecsessasessesssessesseeessecsesecsessssecsesessess cesesseeesseeaeeess 10
5.3 OBJECTIVES 2.0... ccccceccseccescsssscesssecsesessecsesecsececsecsesecsecsessssessecessecsesecsscseseseesessesssssecessessecessesssseses seseseesseeesseeaseese 10
5.4. STORMWATER QUALITY TREATMENT TRAIN .......c.cccccecssescesceeeseesseceseecsesessecseeessecseeseeseesessessesesseseseesseeesatea 11
5.5 MAINTENANCE uc. ccecccesccecsceessecseeecsecsesecsecsesessesscessessesecsecscsecsesessessessseessesseessessesessuceuseseeseseseasesseseseseesaneess 11
5.6 MUSIC CATCHMENT PARAMETERS ........ccccccccescesssseseeeesececsecsececsecsessceseesseeesseceesessesessecseseseeseasseeessessesesseeeseesea 12
5.7, MUSIC SOURCE NODE PARAMETERS .........ccccccsssscssesesscssescsecseceseessecessessecessecsseessecseeeseeseesessesseeessesessecsessaeeses 12
5.8 MUSIC RAINFALL PARAMETERS...
5.9 MUSIC TREATMENT NODE PARAMETERS. .........cccccccccssescssescesssecscesssesseeecsesessecseeecseseesesesseseseessesesseseseessesesate 13
5.10 = MUSIC MODEL... ececccccccccccsceeesecsesecsecsescsessceessesscsessesseecsessesecseseseesseseseessesessessecssseceeseseeseaseseeseeeeeesaeess 14
5.11 MUSIC RESULTS 00... cccecceccccceecscescseescsecsecscsecsessceessesseecsecsesecseceasessesessessessceessessesessscesseseeseseeseasiseesesseeesaeess 14
6.0 CONCLUSION ..0..ecccecccccccceecsececsecsesscsececscsessseessesesecseceesecsececsecsesesseseessseesseceseecseeessecseseseseesases sesseseciseeseseaseges 15
7.0 APPENDIX A .oo.cceccccceccsccesssecssescseeseecsesecsscsessssessesssessecessecseceeseceeseseesseseseessecsssessecessecseseseseases sesessesesiseeseseasene 16
SITE BASED STORMWATER MANAGEMENT PLAN — Revision D 37 Gibson Road, Noosaville 3
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LISTOFTABLESANDFIGURES
FIGURES
Figure1SiteLocationPlan.........................................................................................................................................5
Figure2–MUSICModelLayout..................................................................................................................................14
TABLES
Table1CatchmentDetails.........................................................................................................................................6
Table2TimeofConcentrationPreDevelopment....................................................................................................6
Table3TimeofConcentrationPostDevelopment..................................................................................................6
Table4RainfallIntensities.........................................................................................................................................7
Table5Flows(Unmitigated)......................................................................................................................................7
Table6ComparisonofFlows.....................................................................................................................................7
Table7ConstructionPhasePollutants.......................................................................................................................8
Table8ConstructionPhasePerformanceCriteria.....................................................................................................9
Table9–OperationalPhasePollutantSources.........................................................................................................10
Table10OperationalPhaseWaterQualityObjectives............................................................................................10
Table11BioRetentionSystemDetails....................................................................................................................11
Table12–SuitableBioRetentionVegetationTypes.................................................................................................11
Table13MUSICCatchmentParameters..................................................................................................................12
Table14MUSICBaseandStormFlowConcentrationParameters..........................................................................12
Table15MUSICRunoffGenerationParameters......................................................................................................12
Table16MUSICBioRetentionSystemParameters.................................................................................................13
Table17MUSICresults............................................................................................................................................14
SITEBASEDSTORMWATERMANAGEMENTPLAN–RevisionD 37GibsonRoad,Noosaville Page 4
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FIGURES
Figure 1 - Site LOCation Plan ......ccceccsccsccssesssesecsecesccsecsecesecsecsessecesecsecsssesesseseescsecaecesesesseseecsecseceesesesseseasesecseeeeeseeaeenees 5
Figure 2 MUSIC Model LayOut......c..cccccccsssssssscsscesecssessessecsecesecsecsecesecsecseseaecsscssecseceesseeceeseeseseeseseesesesaeseaecaeceseaeeaeeees 14
TABLES
Table 1 - Catchment Details 0... ccceeeccesescescescnecseeecseeeeeessesaeecsecaeeecsecaeeessesaeeessesaeaesecseeaseesaeeeseesaseseesaseecaeeaseeeseateetats 6
Table 2 - Time of Concentration - Pre DeVelopMe nt.........ccecccsccsscssceseesecssceseesecescesecseceeceseesesesesecseecseseesseseasesecneeeseeeeee 6
Table 3 - Time of Concentration - Post Development..
Table 4 - Rainfall Intensities ...
Table 5 - Flows (Unmitigated) ...
Table 6 - Comparison Of FIOWS ....c..ccccsccssssessecsscsseesecsecsscesscsecesecsecseeceecseceeecaecsecsescsessesesecsecseseseceesescaeseeseasesesneeeseseeceeees 7
Table 7 - Construction Phase Pollutants........cccecssceeeeesseeseseeseeeeeeseeeceeseeeecsesaeecsecseecseeeeeeceesessesseseeeesaeeaseesieeeseeseneetes 8
Table 8 - Construction Phase Performance Criteria.
Table 9 — Operational Phase Pollutant Sources .
Table 10 - Operational Phase Water Quality Objectives. we we we ceeteeeeeee
Table 11 - Bio-Retention System Details .........ccccccesessessecsscesecnecesecsecsesceecsecseeesecsecsecsseceeseesesecseessecseseescaeeseseeesseseeeoes 11
Table 12 — Suitable Bio-Retention Vegetation TYPe@ .......cccccccsccsecsecesceseessessessecsecssecseseeseseeseceseaecsscesecsesseseeseaeseseseees 11
Table 13 - MUSIC Catchment Parameters
Table 14 - MUSIC Base and Storm Flow Concentration Parameters. we seeeeeeeeee
Table 15 - MUSIC Runoff Generation Parameters.......cccsseecesceeeeeeseseeseseeeeeeeseeseeecseeseeecseceseeseeseeeessesaeeesecaseesesaeeetee
Table 16 - MUSIC Bio-Retention System ParaMeters........ccccccsccsscsceseesscsscsscsseceecssessesseseseeseceesesecseseeseeeseeseeseaeceeeseees
Table 17 - MUSIC results ....eeeeeeceeseseeseeeeseesceeeseeseseceeeecseceeeecsecaesecsecaeeecsecaseessesessessesaesesseeaeeasaeeaeeesaesaseeseeseseeceaeeeateaee
SITE BASED STORMWATER MANAGEMENT PLAN ~ Revision D 37 Gibson Road, Noosaville 4
Page 5
1.0 INTRODUCTION
JF&P Consulting Engineers Pty Ltd has been commissioned by Marquette Properties to prepare a Site Based
StormwaterManagementPlanforthesitelocatedat37GibsonRoad,Noosaville.Itisproposedtodevelopthe
siteintoaretail/servicefacilitiesoutletcomprisingeighttenancies.
Thepurposeofthisreportistoinvestigatetheeffectsofthedevelopmentproposalonthestormwaterdrainage
characteristics(waterquantityandquality)ofthesite.
2.0 SITECHARACTERISTICS
2.1 LOCATION
ThesubjectsiteislocatedonLot1onRP802167.AsitelocationplanisshownonFigure1.Thetotalsiteareais
approximately3,860m2.Thesiteiscurrentlybeingusedasaretailplantnurseryoutlet.
2.2 TOPOGRAPHYANDSITEDRAINAGE
The site is relatively flat with grades of approximately 0.5% to 1% sloping from the southern boundary to the
northernboundary.
The existing site car park drains to an internal piped stormwater system which discharges into a Council
stormwaterdrainagepitlocatedwithinGibsonRoadonthewesternsideofthedrivewayentrance.
Figure1SiteLocationPlan
SITEBASEDSTORMWATERMANAGEMENTPLAN–RevisionD 37GibsonRoad,Noosaville Page 5
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‘MeN
URBANCONSULTANTS
1.0 INTRODUCTION
JF&P Consulting Engineers Pty Ltd has been commissioned by Marquette Properties to prepare a Site Based
Stormwater Management Plan for the site located at 37 Gibson Road, Noosaville. It is proposed to develop the
site into a retail / service facilities outlet comprising eight tenancies.
The purpose of this report is to investigate the effects of the development proposal on the stormwater drainage
characteristics (water quantity and quality) of the site.
2.0 SITE CHARACTERISTICS
2.1 LOCATION
The subject site is located on Lot 1 on RP 802167. A site location plan is shown on Figure 1. The total site area is
approximately 3,860m2. The site is currently being used as a retail plant nursery outlet.
2.2 TOPOGRAPHY AND SITE DRAINAGE
The site is relatively flat with grades of approximately 0.5% to 1% sloping from the southern boundary to the
northern boundary.
The existing site car park drains to an internal piped stormwater system which discharges into a Council
stormwater drainage pit located within Gibson Road on the western side of the driveway entrance.
Re ———
Pets RI
Figure 1 - Site Location Plan
SITE BASED STORMWATER MANAGEMENT PLAN — Revision D 37 Gibson Road, Noosaville Page 5
Page 6
3.0 WATERQUANTITY
3.1 INTRODUCTION
TheRationalMethodFormulawasusedtocalculatethestormwaterrunoffflowsthroughandoffthesiteforthe
Pre,PostandUltimateDevelopmentscenarios.TheRationalMethodformulaisasfollows.
Q=CIA/360Where, Q=PeakFlowRate(m3/s)
C=RunoffCoefficient
A=AreaofCatchment(ha)
I=RainfallIntensity(mm/hr)
3.2 CATCHMENTS
Thepreandpostdevelopmentscenarioswereanalysedasasinglesiteduetothelargeimperviousareas(preand
post)andoutfalllocations.Detailsonthepreandpostdevelopmentcatchmentsaretabulatedbelow.
Table1CatchmentDetails
PreDevelopmentArea PreDevelopment PostDevelopmentArea PostDevelopment
Catchment
(ha) FractionImpervious (ha) FractionImpervious
A 0.386 0.9 0.386 0.9
3.3 COEFFICIENTOFRUNOFF
ForthePreDevelopmentscenarioaC10valueof0.88(fractionimperviousof0.9)wasassumedfortheexisting
retailusefromTable4.05.3(a),QUDM,2ndEdition,2007.
ForthePostDevelopmentscenarioaC10valueof0.88(fractionimperviousof0.9)wasassumedforthedevelopment
fromTable4.05.3(a),QUDM,2ndEdition,2007.
3.4 TIMEOFCONCENTRATION
Fortheundevelopedcatchment,thetimeofconcentrationwasdeterminedfromstandardinlettimesandpipe
velocitiesfortheremaininglengthofflow(Table4.06.1,4.06.5&Section4.06.9,QUDM,2ndEdition,2007).
Table2TimeofConcentrationPreDevelopment
StandardInletTime
Catchment PipeFlowLength(m) PipeVelocity(m/s) PipeTime(mins) Totaltc(mins)
(mins)
A 5 40 2.0 0.33 5.33
For the developed catchment, the time of concentration was determined from standard inlet times and pipe
velocitiesfortheremaininglengthofflow(Table4.06.1,4.06.5&Section4.06.9,QUDM,2ndEdition,2007).
Table3TimeofConcentrationPostDevelopment
StandardInletTime
Catchment PipeFlowLength(m) PipeVelocity(m/s) PipeTime(mins) Totaltc(mins)
(mins)
A 5 50 2.0 0.42 5.42
SITEBASEDSTORMWATERMANAGEMENTPLAN–RevisionD 37GibsonRoad,Noosaville Page 6
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3.1 INTRODUCTION
The Rational Method Formula was used to calculate the stormwater runoff flows through and off the site for the
Pre, Post and Ultimate Development scenarios. The Rational Method formula is as follows.
Q=CIA/ 360 Q = Peak Flow Rate (m?/s)
C = Runoff Co-efficient
A = Area of Catchment (ha)
| = Rainfall Intensity (mm/hr)
Where,
3.2. CATCHMENTS
The pre and post development scenarios were analysed as a single site due to the large impervious areas (pre and
post) and outfall locations. Details on the pre and post development catchments are tabulated below.
Table 1 - Catchment Details
ann , Pre Development Area Pre Development Post Development Area Post Development
‘atchmen
(ha) Fraction Impervious (ha) Fraction Impervious
A 0.386 0.9 0.386 0.9
3.3. CO-EFFICIENT OF RUNOFF
For the Pre Development scenario a Cio value of 0.88 (fraction impervious of 0.9) was assumed for the existing
retail use from Table 4.05.3 (a), QUDM, 2” Edition, 2007.
For the Post Development scenario a Cio value of 0.88 (fraction impervious of 0.9) was assumed for the development
from Table 4.05.3 (a), QUDM, 2" Edition, 2007.
3.4 TIME OF CONCENTRATION
For the undeveloped catchment, the time of concentration was determined from standard inlet times and pipe
velocities for the remaining length of flow (Table 4.06.1, 4.06.5 & Section 4.06.9, QUDM, 2"! Edition, 2007).
Table 2 - Time of Concentration - Pre Development
Standard Inlet Time
(mins)
Catchment Pipe Flow Length (m) Pipe Velocity (m/s) Pipe Time (mins) Total t. (mins)
A 5 40 2.0 0.33 5.33
For the developed catchment, the time of concentration was determined from standard inlet times and pipe
velocities for the remaining length of flow (Table 4.06.1, 4.06.5 & Section 4.06.9, QUDM, 2"! Edition, 2007).
Table 3 - Time of Concentration - Post Development
Standard Inlet Time
(mins)
A 5 50 2.0
Catchment Pipe Flow Length (m) Pipe Velocity (m/s) Pipe Time (mins) Total t, (mins)
0.42 5.42
SITE BASED STORMWATER MANAGEMENT PLAN — Revision D 37 Gibson Road, Noosaville 6
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3.5 RAINFALLINTENSITIES
TherainfallintensitiesforthePreandPostDevelopmentScenariosweredeterminedfromtheIFDchartforthe
NoosaRegioncalculatedfromAR&R,1987.
Table4RainfallIntensities
TimeofConcentration 1yearARI 2yearARI 5yearARI 10yearARI 20yearARI 50yearARI 100yearARI
(mins) (mm/hr) (mm/hr) (mm/hr) (mm/hr) (mm/hr) (mm/hr) (mm/hr)
5.33 126.20 159.47 196.90 217.61 246.74 285.14 314.27
5.42 125.46 158.55 195.78 216.39 245.36 283.56 312.53
3.6 FLOWS(UNMITIGATED)
TheflowcalculatedforthePreandPostDevelopmentScenariosforarangeofstormeventsistabulatedbelow.
Table5Flows(Unmitigated)
Q1 Q2 Q5 Q10 Q20 Q50 Q100
Scenario 3 3 3 3 3 3 3
(m /s) (m /s) (m /s) (m /s) (m /s) (m /s) (m /s)
PreDevelopment 0.095 0.128 0.177 0.205 0.243 0.306 0.337
PostDevelopment 0.094 0.128 0.176 0.204 0.242 0.304 0.335
3.7 COMPARISONOFFLOWS
Thereisnonetincreaseinflowduetotheproposeddevelopmentastabulatedbelow.
Table6ComparisonofFlows
Q1 Q2 Q5 Q10 Q20 Q50 3
Scenario 3 3 3 3 3 3 Q100(m /s)
(m /s) (m /s) (m /s) (m /s) (m /s) (m /s)
PreDevelopment 0.095 0.128 0.177 0.205 0.243 0.306 0.337
PostDevelopment 0.094 0.128 0.176 0.204 0.242 0.304 0.335
ToBeDetained 0.001 0.000 0.001 0.001 0.001 0.002 0.002
A rational method analysis of pre and post development scenarios concludes that no net increase in peak
stormwater flows will occur as a result of the proposed development. On site detention storage will not be
requiredtoensurenonetincreaseinpostdevelopmentdischargetothestreetdrainagenetworkwithinGibson
RoadandSkipperPlace.
SITEBASEDSTORMWATERMANAGEMENTPLAN–RevisionD 37GibsonRoad,Noosaville Page 7
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URBANCONSULTANTS
3.5 RAINFALL INTENSITIES
The rainfall intensities for the Pre and Post Development Scenarios were determined from the IFD chart for the
Noosa Region calculated from AR&R, 1987.
Table 4 - Rainfall Intensities
Time of Concentration 1 year ARI 2 year ARI 5 year ARI 10 year ARI 20 year ARI 50 year ARI 100 year ARI
(mins) (mm/hr) (mm/hr) (mm/hr) (mm/hr) (mm/hr) (mm/hr) (mm/hr)
5.33 126.20 159.47 196.90 217.61 246.74 285.14 314.27
5.42 125.46 158.55 195.78 216.39 245.36 283.56 312.53
3.6 FLOWS (UNMITIGATED)
The flow calculated for the Pre and Post Development Scenarios for a range of storm events is tabulated below.
Table 5 - Flows (Unmitigated)
a Qi Q2 Qs aio Q20 Q50 Q100
(m*/s) (m*/s) (m*/s) (m*/s) (m*/s) (m*/s) (m*/s)
Pre Development 0.095 0.128 0.177 0.205 0.243 0.306 0.337
Post Development 0.094 0.128
0.176 0.204 0.242 0.304 0.335
3.7. COMPARISON OF FLOWS
There is no net increase in flow due to the proposed development as tabulated below.
Table 6 - Comparison of Flows
Scenario oe or oF
cfs) | (ms) | mls) | tls) | (mls) | (mifay | 200078)
Pre Development 0.095 0.128 0.177 0.205 0.243 0.306 0.337
Post Development 0.094 0.128 0.176 0.204 0.242 0.304 0.335
To Be Detained -0.001 0.000
-0.001 | -0.001 | -0.001 | -0.002 -0.002
A rational method analysis of pre and post development scenarios concludes that no net increase in peak
stormwater flows will occur as a result of the proposed development. On site detention storage will not be
required to ensure no net increase in post development discharge to the street drainage network within Gibson
Road and Skipper Place.
SITE BASED STORMWATER MANAGEMENT PLAN — Revision D 37 Gibson Road, Noosaville
Page 8
4.0 CONSTRUCTIONPHASEWATERQUALITYMANAGEMENT
4.1 POLLUTANTS
Typicalpollutantsgeneratedduringtheconstructionphaseofthedevelopmentareshownbelow(GoldCoastCity
Council,2005).
Table7ConstructionPhasePollutants
Pollutant PotentialSource Priority
Paper, construction packaging, food packaging,
Litter High
cementbags,offcuts
Unprotected exposed soils and stockpiles during
Sediment High
earthworksandbuildingworks
Fuel and Oil spills, leaks from construction
Hydrocarbons High
equipmentandtemporarycarparkareas
CementSlurry,asphaltprimer,solvents,cleaning
ToxicMaterials Medium
agents,washwaters(eg.fromtileworks)
Alkalinesubstances Cementslurryandwashwaters High
4.2 POTENTIALIMPACTS
The addition of coarse / fine sediments and other pollutants to stormwater runoff from the development sites
may increase nutrient loads of receiving water, potentially resulting in eutrophication. Impacts on the
surroundingenvironmentwillbeminimisedduringtheconstructionphasewithmeasuresasoutlinedinthisSite
BasedStormwaterManagementPlanandErosionandSedimentControlPlanstobeprovidedattheoperational
worksstage.
4.3 PERFORMANCEOBJECTIVESANDINDICATORS
Theamountofrunoffcrossingandleavingthesiteshouldbekepttoaminimumduringtheconstructionphase.
Thiswillrestrictsoilerosionandmobilisationofsedimentsandpollutantsthroughandoffthesite.
Stormwaterrunoffatdischargepointsduringtheconstructionphaseshallconformtotheperformancecriteriaas
tabulatedbelow(GoldCoastCityCouncil,2005).
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4.1 POLLUTANTS
Typical pollutants generated during the construction phase of the development are shown below (Gold Coast City
Council, 2005).
Table 7 - Construction Phase Pollutants
Pollutant Potential Source Priority
. Paper, construction packaging, food packaging, |
Litter High
cement bags, off-cuts
. Unprotected exposed soils and stockpiles during .
Sediment a High
earthworks and building works
Fuel and Oil spills, leaks from construction .
Hydrocarbons . High
equipment and temporary carpark areas
. | Cement Slurry, asphalt primer, solvents, cleaning .
Toxic Materials Medium
agents, washwaters (eg. from tile works)
Alkaline substances | Cement slurry and washwaters High
4.2 POTENTIAL IMPACTS
The addition of coarse / fine sediments and other pollutants to stormwater runoff from the development sites
may increase nutrient loads of receiving water, potentially resulting in eutrophication. Impacts on the
surrounding environment will be minimised during the construction phase with measures as outlined in this Site
Based Stormwater Management Plan and Erosion and Sediment Control Plans to be provided at the operational
works stage.
4.3. PERFORMANCE OBJECTIVES AND INDICATORS
The amount of runoff crossing and leaving the site should be kept to a minimum during the construction phase.
This will restrict soil erosion and mobilisation of sediments and pollutants through and off the site.
Stormwater runoff at discharge points during the construction phase shall conform to the performance criteria as
tabulated below (Gold Coast City Council, 2005).
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Table8ConstructionPhasePerformanceCriteria
Pollutant PotentialSource
TotalSuspendedSolids 90thPercentile<50mg/L
pH 6.5–9.0
DissolvedOxygen 90thPercentile>80%saturationor6mg/L
Hydrocarbons Novisiblesheenonreceivingwaters
Litter Novisiblelitterwashedfromsite
4.4 MONITORINGANDMAINTENANCE
Thegeneralrequirementofmonitoringduringtheconstructionphasewillbe:
Workactivitiesarerestrictedtodesignatedconstructionareas
EarthworksandsiteclearingareundertakeninaccordancewiththeErosionandSedimentControlPlans
Erosionandsedimentcontroldevicesaretobeconstructed/installedinaccordancewiththeErosionand
SedimentControlPlans
Inspectionofsedimentfencesanderosionandsedimentcontrolstructures/devicesonaweeklybasisas
wellasafteranyraineventexceeding25mmin24hrs
Stormwaterdischargesfromthesitearenothavinganyadverseaffectonthedownstreamenvironment
Monitoring and recording of the performance of the drainage control devices including water quality
testingwhererequired
Any failure in the stormwater system shall be immediately rectified to prevent uncontrolled discharge
fromthesite
Any failure to the stormwater system causing damage to surroundings should implement immediate
remedialworktothedamagedarea
4.5 RESPONSIBILITYANDREPORTING
Thecontractorshallberesponsibleformonitoringtheperformanceofalldrainagecontrolanderosion
andsedimentcontroldevices
RecordsofanyfailurestodevicesshouldbekeptandreportedtotheConstructionManager
RegularinspectionsofthedevicesshallbereportedtotheConstructionManager
InspectionsofthedevicesafterheavyrainfallshallbereportedtotheConstructionManager
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4.4
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Table 8 - Construction Phase Performance Criteria
Pollutant Potential Source
Total Suspended Solids 90" Percentile < 50mg/L
pH 6.5-9.0
Dissolved Oxygen 90" Percentile > 80% saturation or 6mg/L
Hydrocarbons No visible sheen on receiving waters
Litter No visible litter washed from site
MONITORING AND MAINTENANCE
The general requirement of monitoring during the construction phase will be:
4.5
Work activities are restricted to designated construction areas
Earthworks and site clearing are undertaken in accordance with the Erosion and Sediment Control Plans
Erosion and sediment control devices are to be constructed/installed in accordance with the Erosion and
Sediment Control Plans
Inspection of sediment fences and erosion and sediment control structures/devices on a weekly basis as
well as after any rain event exceeding 25mm in 24hrs
Stormwater discharges from the site are not having any adverse affect on the downstream environment
Monitoring and recording of the performance of the drainage control devices including water quality
testing where required
Any failure in the stormwater system shall be immediately rectified to prevent uncontrolled discharge
from the site
Any failure to the stormwater system causing damage to surroundings should implement immediate
remedial work to the damaged area
RESPONSIBILITY AND REPORTING
The contractor shall be responsible for monitoring the performance of all drainage control and erosion
and sediment control devices
Records of any failures to devices should be kept and reported to the Construction Manager
Regular inspections of the devices shall be reported to the Construction Manager
Inspections of the devices after heavy rainfall shall be reported to the Construction Manager
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5.0 OPERATIONALPHASEWATERQUALITYMANAGEMENT
5.1 INTRODUCTION
Inrecentyearstherehavebeenanincreasingnumberofinitiativestomanagetheurbanwatercycleinamore
sustainable way. The integration of the urban water cycle within the concept of Ecologically Sustainable
Development(ESD)istermedWaterSensitiveUrbanDesign(WSUD).AWSUDtreatmenttrainconsistingofthree
separate bioretention systems / rain gardens has been proposed to treat all stormwater flows from the
operationalphaseofthedevelopment.
5.2 POLLUTANTS
Pollutantstypicallygeneratedbyduringtheoperationalphaseofthedevelopmentareshownbelow(GoldCoast
CityCouncil,2005).
Table9–OperationalPhasePollutantSources
Pollutant PotentialSource
Construction packaging, construction
Litter
wastematerials,paper,foodpackaging
Sediment Exposedsoilsandstockpiles
Oxygendemandingsubstances
Organicorchemicalmatter
(organic&chemicalmatter)
Nutrients Nitrogen,phosphorus
Pathogens/Faecalcoliforms
Sewage
(bacteria&viruses)
Heavymetals(oftenassociated
Sedimentrunoff
withfinesediment)
Surfactants(eg.detergentsfrom
Detergents,cleansingagents
carwashing)
5.3 OBJECTIVES
Table 10 outlines the stormwater pollutant reductions required for the subject site as stipulated within the
Healthy Waterways ‘Water Sensitive Urban Design Technical Design Guidelines for South East Queensland –
Version1’.TheobjectivesdetailedinTable10alsocomplywiththeoutcomesoftheWaterSensitiveDesignCode
oftheSunshineCoastRegionalCouncil(NoosaPlan).
Table10OperationalPhaseWaterQualityObjectives
Pollutant PollutantReduction
SuspendedSolids 80%
TotalPhosphorus 60%
TotalNitrogen 45%
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5.1 INTRODUCTION
In recent years there have been an increasing number of initiatives to manage the urban water cycle in a more
sustainable way. The integration of the urban water cycle within the concept of Ecologically Sustainable
Development (ESD) is termed Water Sensitive Urban Design (WSUD). A WSUD treatment train consisting of three
separate bio-retention systems / rain gardens has been proposed to treat all stormwater flows from the
operational phase of the development.
5.2. POLLUTANTS
Pollutants typically generated by during the operational phase of the development are shown below (Gold Coast
City Council, 2005).
Table 9 — Operational Phase Pollutant Sources
Pollutant Potential Source
Litt Construction packaging, construction
itter
waste materials, paper, food packaging
Sediment Exposed soils and stockpiles
Oxygen demanding substances . .
. . Organic or chemical matter
(organic & chemical matter)
Nutrients Nitrogen, phosphorus
Pathogens / Faecal coliforms
. . Sewage
(bacteria & viruses)
Heavy metals (often associated .
a ; Sediment runoff
with fine sediment)
Surfactants (eg. detergents from .
Detergents, cleansing agents
car washing)
5.3 OBJECTIVES
Table 10 outlines the stormwater pollutant reductions required for the subject site as stipulated within the
Healthy Waterways ‘Water Sensitive Urban Design Technical Design Guidelines for South East Queensland —
Version 1’. The objectives detailed in Table 10 also comply with the outcomes of the Water Sensitive Design Code
of the Sunshine Coast Regional Council (Noosa Plan).
Table 10 - Operational Phase Water Quality Objectives
Pollutant Pollutant Reduction
Suspended Solids 80%
Total Phosphorus 60%
Total Nitrogen 45%
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5.4 STORMWATERQUALITYTREATMENTTRAIN
AWSUDtreatmenttrainhasbeendevelopedtomeetthereductioncriteriaestablishedinTable10.BioRetention
areas with a total surface / treatment area of 113m2 will be utilised to capture and treat overland flows from
perviousandimperviousareas.HealthyWaterways‘WSUDTechnicalGuidelines’,statesthattoachieveadequate
loadreductiontargets,bioretentionsystemsaretobesizedatapproximately12%ofthecatchmentarea.Table
11providesacatchmentbreakdownforthetotalBioRetentionarea.
Table11BioRetentionSystemDetails
BioretentionArea PercentageofCatchment
CatchmentArea(ha) 2
(m ) Area(%)
0.386 113 2.93
ThebioretentionfiltermediashouldbeplantedwithaselectionofthevegetatedtypesasoutlinedinTable12.
Table12–SuitableBioRetentionVegetationTypes
Planting
Height
ScientificName CommonName Form Density
(mm)
(Qty/m2)
Myoporumparvifolium CreepingBoobialla Prostrate 150 46
Cymbopogonrefractus BarbedWireGrass Tufted 300 810
Dianellacaeruleacv‘LittleJess’ BlueFlaxlily Tufted 400 46
Dichelachnecrinita LongHairedPlumeGrass Tufted 200 68
Erograstiselongatacv‘Elvera’ Elvera Tufted 300 68
Imperatacylindrica BladyGrass Tufted 500 46
Lepidospermalaterale VariableSwordSedge Tufted 750 810
Lomandraconfertifoliasubsp MattingLomandra Tufted 300 46
confertifolia
Lomandraconfertifoliasubsp MatRush Tufted 400 46
pallida
Poalabillardierecv‘Eskdale’ Eskdale Tufted 450 68
Themedaaustralis KangarooGrass Tufted 400 68
Themedaaustraliscv‘Mingo’ Mingo Tufted 200 810
The plants selected must be able to tolerate periods of inundation and a saturated filter material. Therefore
plants with extensive fibrous root systems are required. Refer to Australian Runoff Quality and BCC WSUD
EngineeringGuidelinesTable12.1foradditionalinformationandsuitableplantvarieties.
5.5 MAINTENANCE
AbioretentionbasinmaintenanceplanwillbeprovidedattheOperationalWorksStage.
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5.4 STORMWATER QUALITY TREATMENT TRAIN
A WSUD treatment train has been developed to meet the reduction criteria established in Table 10. Bio-Retention
areas with a total surface / treatment area of 113m* will be utilised to capture and treat overland flows from
pervious and impervious areas. Healthy Waterways ‘WSUD Technical Guidelines’, states that to achieve adequate
load reduction targets, bio-retention systems are to be sized at approximately 1-2% of the catchment area. Table
11 provides a catchment breakdown for the total Bio-Retention area.
Table 11 - Bio-Retention System Details
Bio-retention Area Percentage of Catchment
(m?) Area (%)
0.386 113 2.93
Catchment Area (ha)
The bio-retention filter media should be planted with a selection of the vegetated types as outlined in Table 12.
Table 12 — Suitable Bio-Retention Vegetation Types
. Planting
ee Height .
Scientific Name Common Name Form nan Density
(Qty/m’)
Myoporum parvifolium Creeping Boobialla Prostrate | 150 4-6
Cymbopogon refractus Barbed Wire Grass Tufted 300 8-10
Dianella caerulea cv ‘Little Jess’ Blue Flax-lily Tufted 400 4-6
Dichelachne crinita Long Haired Plume Grass Tufted 200 6-8
Erograstis elongata cv ‘Elvera’ Elvera Tufted 300 6-8
Imperata cylindrica Blady Grass Tufted 500 4-6
Lepidosperma laterale Variable Sword Sedge Tufted 750 8-10
Lomandra confertifolia subsp Matting Lomandra Tufted 300 4-6
confertifolia
Lomandra confertifolia subsp Mat Rush Tufted 400 4-6
pallida
Poa labillardiere cv ‘Eskdale’ Eskdale Tufted 450 6-8
Themeda australis Kangaroo Grass Tufted 400 6-8
Themeda australis cv ‘Mingo’ Mingo Tufted 200 8-10
The plants selected must be able to tolerate periods of inundation and a saturated filter material. Therefore
plants with extensive fibrous root systems are required. Refer to Australian Runoff Quality and BCC WSUD
Engineering Guidelines Table 12.1 for additional information and suitable plant varieties.
5.5 MAINTENANCE
A bio-retention basin maintenance plan will be provided at the Operational Works Stage.
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5.6 MUSICCATCHMENTPARAMETERS
Stormwater quality modelling has been undertaken for the proposed development using MUSIC 4.0 software
program. MUSIC is widely accepted as the industry standard for WSUD modelling and is an excellent tool for
comparing treatment train effectiveness. Input parameters for source nodes and treatment devices have been
obtained from BCC’s MUSIC modelling guidelines as well asthe MUSIC Modelling guidelines for SEQ Version 1.
ThemodellayoutisprovidedinFigure2.Detailsoneachcatchment(SourceNode)aredetailedinTable13.
Table13MUSICCatchmentParameters
Percentage
Catchment Area(ha) MUSICSourceNode
Impervious
Roof 0.184 100 Roof
Carpark1 0.089 100 Road
Carpark2 0.076 100 Road
5.7 MUSICSOURCENODEPARAMETERS
The MUSIC source node parameters were taken from the BCC Guidelines for Pollutant Export Modelling in
Brisbane–Version7.
Table14MUSICBaseandStormFlowConcentrationParameters
TotalSuspended TotalPhosphorus TotalNitrogen
Solids(Log10mg/L) (Log10mg/L) (Log10mg/L)
LandUse Parameter
Base Storm Base Storm Base Storm
Flow Flow Flow Flow Flow Flow
Urban Mean 1.00 2.18 0.97 0.47 0.20 0.26
Residential StdDeviation 0.34 0.39 0.31 0.31 0.20 0.23
Table15MUSICRunoffGenerationParameters
Parameter UrbanResidential
FieldCapacity(mm) 200
InfiltrationCapacityCoefficienta 211
InfiltrationCapacityCoefficientb 5.0
RainfallThreshold(mm) 1
SoilCapacity(mm) 500
InitialStorage(%) 10
DailyRechargeRate(%) 28
DailyBaseflowRate(%) 27
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5.6 MUSIC CATCHMENT PARAMETERS
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Stormwater quality modelling has been undertaken for the proposed development using MUSIC 4.0 software
program. MUSIC is widely accepted as the industry standard for WSUD modelling and is an excellent tool for
comparing treatment train effectiveness. Input parameters for source nodes and treatment devices have been
obtained from BCC’s MUSIC modelling guidelines as well as the MUSIC Modelling guidelines for SEQ Version 1.
The model layout is provided in Figure 2. Details on each catchment (Source Node) are detailed in Table 13.
Table 13 - MUSIC Catchment Parameters
Catchment Area (ha) Percentage MUSIC Source Node
Impervious
Roof 0.184 100 Roof
Carpark 1 0.089 100 Road
Carpark 2 0.076 100 Road
5.7 MUSIC SOURCE NODE PARAMETERS
The MUSIC source node parameters were taken from the BCC Guidelines for Pollutant Export Modelling in
Brisbane — Version 7.
Table 14 - MUSIC Base and Storm Flow Concentration Parameters
Total Suspended Total Phosphorus Total Nitrogen
Solids (Logio mg/L) (Logio mg/L) (Logio mg/L)
Land Use Parameter
Base Storm Base Storm Base Storm
Flow Flow Flow Flow Flow Flow
Urban Mean 1.00 2.18 -0.97 -0.47 0.20 0.26
Residential | Std Deviation 0.34 0.39 0.31 0.31 0.20 0.23
Table 15 - MUSIC Runoff Generation Parameters
Parameter Urban Residential
Field Capacity (mm) 200
Infiltration Capacity Coefficient a 211
Infiltration Capacity Coefficient b 5.0
Rainfall Threshold (mm) 1
Soil Capacity (mm) 500
Initial Storage (%) 10
Daily Recharge Rate (%) 28
Daily Baseflow Rate (%) 27
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5.8 MUSICRAINFALLPARAMETERS
NambourmeteorologicaldatawasutilisedfortheMUSICanalysis.Modellingofthesitewasanalysedforaperiod
of10years(1989–1998)usinga6minutetimestepperiod.Averagepotentialevapotranspirationdatahasbeen
takenfromtheMUSICsoftwarepackage.
5.9 MUSICTREATMENTNODEPARAMETERS
RainwaterTanks:
Rainwatertankswithatotalcapacityof20kLaretobeinstalledwithinthedevelopmentsite.Waterfromthe
rainwatertankswillbeutilisedforoutdoorirrigationandwashdownreuseandpotentiallytoiletflush.
BioRetentionSystem/RainGardens:
DetailsoftheproposedbioretentionsystemsareshowninTable16.AppendixAprovidesatypicaldetailfora
bioretentionsystem.
Table16MUSICBioRetentionSystemParameters
Parameter Raingardens CarparkSystem1 CarparkSystem2
ExtendedDetentionDepth(m) 0.25 0.25 0.25
SurfaceArea(m2) 43 30 40
SaturatedHydraulicConductivity(mm/hr) 180 180 180
FilterArea(m2) 70 30 40
FilterDepth(m) 0.5 0.5 0.5
FilterMedianParticleDiameter(mm) 5 5 5
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5.8 MUSIC RAINFALL PARAMETERS
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Nambour meteorological data was utilised for the MUSIC analysis. Modelling of the site was analysed for a period
of 10 years (1989 — 1998) using a 6 minute time-step period. Average potential evapo-transpiration data has been
taken from the MUSIC software package.
5.9 MUSIC TREATMENT NODE PARAMETERS
Rainwater Tanks:
Rainwater tanks with a total capacity of 20kL are to be installed within the development site. Water from the
rainwater tanks will be utilised for outdoor irrigation and wash down re-use and potentially toilet flush.
Bio-Retention System / Rain Gardens:
Details of the proposed bio-retention systems are shown in Table 16. Appendix A provides a typical detail for a
bio-retention system.
Table 16 - MUSIC Bio-Retention System Parameters
Parameter Raingardens | Carpark System 1 | Carpark System 2
Extended Detention Depth (m) 0.25 0.25 0.25
Surface Area (m’) 43 30 40
Saturated Hydraulic Conductivity (mm/hr) 180 180 180
Filter Area (m’) 70 30 40
Filter Depth (m) 0.5 0.5 0.5
Filter Median Particle Diameter (mm) 5 5 5
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5.10 MUSICMODEL
TheMUSICmodelanalysedfortheproposeddevelopmentsiteisshowninFigure2.
Figure2–MUSICModelLayout
5.11 MUSICRESULTS
TheMUSICpollutantloadreductionsforthesitearedetailedinTable17.
Table17MUSICresults
MUSIC
RequiredLoad Objective
Parameter Results
reduction Achieved
Achieved
TotalSuspendedSolids 80.0% 93.4% Yes
TotalPhosphorus 60.0% 80.5% Yes
TotalNitrogen 45.0% 45.1% Yes
GrossPollutants 90.0% 100.0% Yes
Table17demonstratesthatthepollutantloadreductionobjectivesforthesitehavebeenachieved.Thewater
qualitydevicesproposedforthesiteareadequateinachievingsatisfactorypollutantlevelsoutputfromthesite.
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5.10 MUSIC MODEL
The MUSIC model analysed for the proposed development site is shown in Figure 2.
Roof Area 1
G
Rainwater Tank
Rain Gardens Bio-retention 1
Outfall
Figure 2 -MUSIC Model Layout
5.11 MUSIC RESULTS
The MUSIC pollutant load reductions for the site are detailed in Table 17.
Table 17 - MUSIC results
MUSIC
Required Load Objective
Parameter . Results .
reduction . Achieved
Achieved
Total Suspended Solids 80.0% 93.4% Yes
Total Phosphorus 60.0% 80.5% Yes
Total Nitrogen 45.0% 45.1% Yes
Gross Pollutants 90.0% 100.0% Yes
Table 17 demonstrates that the pollutant load reduction objectives for the site have been achieved. The water
quality devices proposed for the site are adequate in achieving satisfactory pollutant levels output from the site.
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6.0 CONCLUSION
The SBSMP developed by JFP provides significant reductions in post development stormwater runoff pollutant
concentrationsenteringthestreetdrainagenetworkdownstreamwithinGibsonRoadandSkipperPlace.
Toachievetheseimprovementsstormwaterflowsfromroofandcarparkpavementareashavebeendirectedto
rainwater tank and bioretention systems rather than a standard pit and pipe arrangement. MUSIC modelling
indicatespollutantreductionsintheorderof4593%ofaverageannualloadswhichareinlinewiththeobjectives
specified in Healthy Waterways ‘Water Sensitive Urban Design Technical Design Guidelines for South East
Queensland–Version1’andtheWaterSensitiveDesignCodecomponentoftheSunshineCoastRegionalCouncil
(NoosaPlan).
A rational method analysis of pre and post development scenarios concludes that no net increase in peak
stormwater flows will occur as a result of the proposed development. On site detention storage will not be
requiredtoensurenonetincreaseinpostdevelopmentdischargetothestreetdrainagenetworkwithinGibson
RoadandSkipperPlace.
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The SBSMP developed by JFP provides significant reductions in post development stormwater runoff pollutant
concentrations entering the street drainage network downstream within Gibson Road and Skipper Place.
To achieve these improvements stormwater flows from roof and car park pavement areas have been directed to
rainwater tank and bio-retention systems rather than a standard pit and pipe arrangement. MUSIC modelling
indicates pollutant reductions in the order of 45-93% of average annual loads which are in line with the objectives
specified in Healthy Waterways ‘Water Sensitive Urban Design Technical Design Guidelines for South East
Queensland — Version 1’ and the Water Sensitive Design Code component of the Sunshine Coast Regional Council
(Noosa Plan).
A rational method analysis of pre and post development scenarios concludes that no net increase in peak
stormwater flows will occur as a result of the proposed development. On site detention storage will not be
required to ensure no net increase in post development discharge to the street drainage network within Gibson
Road and Skipper Place.
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7.0 APPENDIXA
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7 Ae Ned Ie
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Page 17
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