SCG 31030 Stormwater Management Plan · OPW22/0319

Page 2

Contents
1.0     INTRODUCTION: ........................................................................................................................................3
2.0     EXISTING SITE DESCRIPTION: ................................................................................................................3
3.0     PROPOSED DEVELOPMENT: ...................................................................................................................3
4.0     EXSITING DRAINAGE: ...............................................................................................................................3
  4.1      Existing Drainage and Infrastructure: ......................................................................................................3
  4.2      LAWFUL POINT OF DISCHARGE: .........................................................................................................4
5.0     STORMWATER QUALITY: .........................................................................................................................4
  5.1      Water by Design Assessment:.................................................................................................................4
  5.2      CONSTRUCTION PHASE:......................................................................................................................5
  5.3      COMPLETED DEVELOPMENT: .............................................................................................................5
6.0     STORMWATER QUANTITY:.......................................................................................................................6
  6.1      Rational Method: ......................................................................................................................................6
7.0     FLOODING ..................................................................................................................................................9
8.0     CONCLUSION: ............................................................................................................................................9




 SCG Consulting engineers                                                         2                                             SCG Ref: 31030(SWM)


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Contents

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5.3. COMPLETED DEVELOPMENT:
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SCG Consulting engineers 2 SCG Ref: 31030(SWM)

Page 3

1.0      INTRODUCTION:

SCG Consulting Engineers have been commissioned to provide a Storm Water Management Plan for the
proposed development at 25-27 Toolar Street Tewantin.

The proposed development involves the construction of 8 townhouses.

The objective of this stormwater management plan is to demonstrate that the following measures will be
incorporated into the design and construction of the development:

         •      Maintain stormwater quality – Protect receiving waters (during and post construction)

         •      Manage storm water peak flow rates of runoff and existing flow path characteristics

         •      Protect against flooding

         •      Adopt Water Sensitive Urban Design (WSUD) principles throughout

         •      Stormwater Harvesting and re-use.

This report should be read in conjunction with our detailed stormwater management plan (Appendix C) drawing
(No.) 31030 OW5.1, OW5.2.

The following development has been assessed against the following guidelines and planning documents:

         •      Queensland Urban Drainage Manual 2013

         •      Water by Design – Deemed to Comply Solutions

         •      Stormwater Quality Management S.E. Queensland

         •      Noosa Shire Council Planning Scheme 2020

         •      AS/NZS 3500.3:2018 – Plumbing and Drainage Part 3 – Stormwater Drainage.


2.0      EXISTING SITE DESCRIPTION:

The proposed construction area is across two allotments. The allotments are described as Lots 1 and 2 on
RP73072 and are within Noosa Shire Council. Access to the site is provided by Toolar Street.

The site is currently occupied by two timber framed dwellings.

Surface grades within the site generally slope down from the southern rear boundary towards Toolar Street.


3.0      PROPOSED DEVELOPMENT:

8 new townhouses are proposed for the site

The proposed development plans are as detailed in Robin Spencer Architects plans.


4.0      EXSITING DRAINAGE:

4.1      Existing Drainage and Infrastructure:

Existing Council Stormwater drainage exists in Toolar Street. This consist of the following:

         •      A side entry pit within the kerb on the opposite side of Toolar Street from the site.




 SCG Consulting engineers                                  3                                SCG Ref: 31030(SWM)


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1.0 INTRODUCTION:

SCG Consulting Engineers have been commissioned to provide a Storm Water Management Plan for the
proposed development at 25-27 Toolar Street Tewantin.

The proposed development involves the construction of 8 townhouses.

The objective of this stormwater management plan is to demonstrate that the following measures will be
incorporated into the design and construction of the development:

° Maintain stormwater quality — Protect receiving waters (during and post construction)
° Manage storm water peak flow rates of runoff and existing flow path characteristics
° Protect against flooding

° Adopt Water Sensitive Urban Design (WSUD) principles throughout
° Stormwater Harvesting and re-use.

This report should be read in conjunction with our detailed stormwater management plan (Appendix C) drawing
(No.) 31030 OW5.1, OW5.2.

The following development has been assessed against the following guidelines and planning documents:
° Queensland Urban Drainage Manual 2013
° Water by Design — Deemed to Comply Solutions
° Stormwater Quality Management S.E. Queensland

° Noosa Shire Council Planning Scheme 2020

AS/NZS 3500.3:2018 — Plumbing and Drainage Part 3 — Stormwater Drainage.

2.0 EXISTING SITE DESCRIPTION:

The proposed construction area is across two allotments. The allotments are described as Lots 1 and 2 on
RP73072 and are within Noosa Shire Council. Access to the site is provided by Toolar Street.

The site is currently occupied by two timber framed dwellings.

Surface grades within the site generally slope down from the southern rear boundary towards Toolar Street.

3.0 PROPOSED DEVELOPMENT:
8 new townhouses are proposed for the site

The proposed development plans are as detailed in Robin Spencer Architects plans.

4.0 EXSITING DRAINAGE:
41 Existing Drainage and Infrastructure:
Existing Council Stormwater drainage exists in Toolar Street. This consist of the following:

° A side entry pit within the kerb on the opposite side of Toolar Street from the site.

SCG Consulting engineers 3 SCG Ref: 31030(SWM)

Page 4

                               Figure 1 – Council Stormwater Drainage adjacent site




4.2        LAWFUL POINT OF DISCHARGE:

The lawful point of discharge is described in Section 3.4 of QUDM 2013. The two point test may be helpful in
assessing whether a lawful point of discharge exists at a particular location. The test consist of being satisfied
that:

      1. The location of the discharge is under the lawful control of the Local Government or other statutory
         authority from whom permission to discharge has been received. This will include park, drainage or road
         reserve, stormwater drainage easement.

      2. In discharging to that location, the discharge will not cause an actionable nuisance i.e. a nuisance for
         which the current or some future neighbouring proprietor may bring an action or claim for damages arising
         out of the nuisance), or environmental or property damage.

The proposed development will be connected to the existing Council Stormwater pit opposite the site in Toolar
Street.


5.0        STORMWATER QUALITY:

5.1        Water by Design Assessment:

The following factors have been identified as potential contributors which can adversely effect stormwater quality
draining from the site:-

           •     Silt and sediment erosion

           •     Gross Pollutants

           •     Nutrient runoff

The proposed development involves a land area less than the trigger value of 2500m2 for stormwater quality
measures as required in the Queensland State Planning Policy




 SCG Consulting engineers                                 4                               SCG Ref: 31030(SWM)


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Figure 1 — Council Stormwater Drainage adjacent site

4.2 LAWFUL POINT OF DISCHARGE:

The lawful point of discharge is described in Section 3.4 of QUDM 2013. The two point test may be helpful in
assessing whether a lawful point of discharge exists at a particular location. The test consist of being satisfied
that:

1. The location of the discharge is under the lawful control of the Local Government or other statutory
authority from whom permission to discharge has been received. This will include park, drainage or road
reserve, stormwater drainage easement.

2. In discharging to that location, the discharge will not cause an actionable nuisance i.e. a nuisance for
which the current or some future neighbouring proprietor may bring an action or claim for damages arising
out of the nuisance), or environmental or property damage.

The proposed development will be connected to the existing Council Stormwater pit opposite the site in Toolar
Street.
5.0 STORMWATER QUALITY:

5.1 Water by Design Assessment:

The following factors have been identified as potential contributors which can adversely effect stormwater quality
draining from the site:-

° Silt and sediment erosion
e Gross Pollutants
° Nutrient runoff

The proposed development involves a land area less than the trigger value of 2500m? for stormwater quality
measures as required in the Queensland State Planning Policy

SCG Consulting engineers 4 SCG Ref: 31030(SWM)

Page 5

5.2      CONSTRUCTION PHASE:

5.2.1    Silt and Sediment Erosion:

A potential for sediment mobilization/transportation exists during and beyond the construction of the proposed
development. This can elevate turbidity levels of stormwater runoff.

A RUSLE assessment of the site confirms proposed development is a Low Risk for soil loss (< 150 Tonnes).

Potential Causes

         •      Stormwater scour and erosion of excavated or stripped surfaces and stockpiled soils.

         •      Wind borne transportation of sediments.

         •      Disturbance/breakup of soil profile via vehicular traffic followed by stormwater scour and erosion.

         •      Transportation of sediments from site via excavation vehicles.

Mitigating Measures

         •      Construction of silt fences around the development site located to cut off all runoff.

         •      Provide 80-100mm crushed rock (no fines) hardstand under all vehicle paths expected during
                construction. Generally, this would be provided from the existing crossover and extended to a
                distance within the site that would accommodate the maximum delivery vehicle length expected.

         •      Provide rumble grates at exit points from the basement excavation ramp.

         •      Where possible maintain existing landscaping/grasses downslope from construction areas to act
                as buffer/silt trap.

         •      Install temporary downpipes from completed roof structures and ensure runoff passes through silt
                fences.

         •      Minimise concentrating surface flows.

         •      Place silt barriers around council stormwater pits that the site drains to.

         •      Cover soil stockpiles with hessian or similar.


5.3      COMPLETED DEVELOPMENT:

As the site area is less than the trigger value for stormwater quality, the site is exempt from the requirement for
stormwater treatment. Regardless the following measures will be implemented.

5.3.1    Sources of Contaminants:

Gross Pollutants

Gross pollutants include litter, grit and heavier sediments which can be mobilised from within or from neighbouring
sites.

Potential Causes

         •      Unsecured refuse areas.

         •      Unlandscaped areas prone to stormwater scour.

         •      Insufficient drainage for surface runoff from within the site.

         •      Wind Bourne transportation.


 SCG Consulting engineers                                  5                                  SCG Ref: 31030(SWM)


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5.2 CONSTRUCTION PHASE:
5.2.1 Silt and Sediment Erosion:

A potential for sediment mobilization/transportation exists during and beyond the construction of the proposed
development. This can elevate turbidity levels of stormwater runoff.

A RUSLE assessment of the site confirms proposed development is a Low Risk for soil loss (< 150 Tonnes).

Potential Causes

° Stormwater scour and erosion of excavated or stripped surfaces and stockpiled soils.

° Wind borne transportation of sediments.

° Disturbance/breakup of soil profile via vehicular traffic followed by stormwater scour and erosion.
° Transportation of sediments from site via excavation vehicles.

Mitigating Measures
° Construction of silt fences around the development site located to cut off all runoff.
° Provide 80-100mm crushed rock (no fines) hardstand under all vehicle paths expected during
construction. Generally, this would be provided from the existing crossover and extended to a
distance within the site that would accommodate the maximum delivery vehicle length expected.

° Provide rumble grates at exit points from the basement excavation ramp.

° Where possible maintain existing landscaping/grasses downslope from construction areas to act
as buffer/silt trap.

° Install temporary downpipes from completed roof structures and ensure runoff passes through silt
fences.

° Minimise concentrating surface flows.

° Place silt barriers around council stormwater pits that the site drains to.

° Cover soil stockpiles with hessian or similar.

5.3 COMPLETED DEVELOPMENT:

As the site area is less than the trigger value for stormwater quality, the site is exempt from the requirement for
stormwater treatment. Regardless the following measures will be implemented.

5.3.1 Sources of Contaminants:
Gross Pollutants

Gross pollutants include litter, grit and heavier sediments which can be mobilised from within or from neighbouring
sites.

Potential Causes

° Unsecured refuse areas.

° Unlandscaped areas prone to stormwater scour.

° Insufficient drainage for surface runoff from within the site.
° Wind Bourne transportation.

SCG Consulting engineers 5 SCG Ref: 31030(SWM)

Page 6

Mitigating Measures

          •        Well established refuse areas with ample storage bins. Fenced off where deemed necessary.

          •        Provision of ample litter bins across the commercial footprints of the site. Particularly in any
                   outdoor dining or areas of congregation.

          •        Promotion of stormwater surface runoff through landscaped areas or similar sediment traps.

          •        Promotion of stormwater surface runoff through landscaped areas or similar sediment buffering
                   strips/traps.

          •        Provide stormwater pits outside paved areas that receive runoff from areas prone to gross
                   pollutants with surrounding buffering measures, such as stone pitching.

          •        Provide gross pollutant inserts into stormwater pits within paved areas that receive runoff from
                   areas prone to gross pollutants.

Nutrient Runoff:

Nutrients such as Nitrogen and Phosphorus can be mobilized and transported in Stormwater runoff from the site.
This can compromise Water Quality Objectives.

Potential Causes

          •        Runoff from hard surfaces within the site.

          •        Detergents used in car washing and similar activities.

          •        Fertilisers used in propagation of landscaped areas.

          •        Embodied nutrients contained in silt (topsoil) runoff.

          •        Embodied nutrients contained in runoff.


Mitigating Measures

          •        Implement management plan for landscaping propagation. Use stable organically bound
                   fertilizers cultivated immediately prior to turf placement. Mulch over areas of exposed topsoil.

          •        Construction of silt fences during construction and maintained beyond completion of landscaping.

          •        Capture roof runoff and store for re-use.



6.0       STORMWATER QUANTITY:

Noosa Shire Council require no significant increase in stormwater runoff post development of sites.

To achieve this we are proposing to include a detention tank with a low flow orifice to detain a portion of the runoff
from the site and limit the flow rates to pre-development levels.


6.1       Rational Method:

To calculate the peak discharges for the site under existing (pre-development and proposed post-development)
conditions the rational method has been used in accordance with QUDM 2018.




 SCG Consulting engineers                                      6                             SCG Ref: 31030(SWM)


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Mitigating Measures
° Well established refuse areas with ample storage bins. Fenced off where deemed necessary.

° Provision of ample litter bins across the commercial footprints of the site. Particularly in any
outdoor dining or areas of congregation.

° Promotion of stormwater surface runoff through landscaped areas or similar sediment traps.

° Promotion of stormwater surface runoff through landscaped areas or similar sediment buffering
strips/traps.

° Provide stormwater pits outside paved areas that receive runoff from areas prone to gross

pollutants with surrounding buffering measures, such as stone pitching.

° Provide gross pollutant inserts into stormwater pits within paved areas that receive runoff from
areas prone to gross pollutants.

Nutrient Runoff:

Nutrients such as Nitrogen and Phosphorus can be mobilized and transported in Stormwater runoff from the site.
This can compromise Water Quality Objectives.

Potential Causes

° Runoff from hard surfaces within the site.

° Detergents used in car washing and similar activities.
° Fertilisers used in propagation of landscaped areas.
° Embodied nutrients contained in silt (topsoil) runoff.
° Embodied nutrients contained in runoff.

Mitigating Measures

° Implement management plan for landscaping propagation. Use stable organically bound
fertilizers cultivated immediately prior to turf placement. Mulch over areas of exposed topsoil.

° Construction of silt fences during construction and maintained beyond completion of landscaping.

° Capture roof runoff and store for re-use.

6.0 STORMWATER QUANTITY:
Noosa Shire Council require no significant increase in stormwater runoff post development of sites.

To achieve this we are proposing to include a detention tank with a low flow orifice to detain a portion of the runoff
from the site and limit the flow rates to pre-development levels.

6.1 Rational Method:

To calculate the peak discharges for the site under existing (pre-development and proposed post-development)
conditions the rational method has been used in accordance with QUDM 2018.

SCG Consulting engineers 6 SCG Ref: 31030(SWM)

Page 7

6.1.1    Design Storms:

Stormwater Drainage of the NSC Planning Scheme Policy outlines the following design storms.

            1.       Minor Drainage System                      10% AEP (ARI 10 years)
            2.       Major Drainage                              1% AEP (ARI) 100 years)

6.1.2    Rainfall Intensity:

Rainfall intensities were obtained from ARR for the Noosa region.

            I10            -          221 mm/h      (te = 5 min)
            I100           -          320 mm/h      (te = 5 min)

6.1.3    Time of Concentration:

Times of Concentration (Tc) were calculated as defined in QUDM –

                                                Table 6.1 – Tc Values

                                  Existing (Tc) (mins)         Post Development (Tc) (mins)
                                                                           5.0

6.1.4    Runoff Coefficient (C10):

The 10 year runoff coefficients (C10) were obtained for the development and determined as defined in QUDM.



                                               Table 6.2 – C10 Values

                                        Condition                         C10
                               Existing Site                              0.7
                               Post-development                           0.9


6.1.5    Fractions Impervious:

The following values were calculated for the impervious areas: -

                          Site Area                 -         1510m2
                          Impervious Area           -          300m2 (pre-development)
                                                    -         1316m2 (post development)

6.1.6    Peak Flows:

Table 6.3 below displays a summary of major and minor discharge rates for pre and post development conditions.

                   Table 6.3 – Pre and Post Development Peak Flow Rates – Rational Method

                       Condition                        Q10 (m3/s)              Q100 (m3/s)
                    Pre-development                      0.093                   0.158
                    Post-development                     0.103                   0.169


6.2.1    Peak Flow Mitigation:

As shown in Table 6.3 Stormwater runoff will increase as a result of the proposed development using the Rational
Method. Therefore, it is proposed to utilise an on-site detention tank to mitigate the peak stormwater discharge
rates from the proposed development prior to discharging to the lawful point of discharge as discussed in section
4.2.




 SCG Consulting engineers                                      7                              SCG Ref: 31030(SWM)


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6.1.1 Design Storms:
Stormwater Drainage of the NSC Planning Scheme Policy outlines the following design storms.

1. Minor Drainage System 10% AEP (ARI 10 years)
2. Major Drainage 1% AEP (ARI) 100 years)

6.1.2 Rainfall Intensity:
Rainfall intensities were obtained from ARR for the Noosa region.

lio - 221 mm/h (te
loo - 320 mm/h (te

5 min)
5 min)

6.1.3 Time of Concentration:
Times of Concentration (Tc) were calculated as defined in QUDM —

Table 6.1 — T, Values

 

Existing (T.) (mins) Post Development (T.) (mins)
5.0

 

 

 

 

 

6.1.4 Runoff Coefficient (C10):

The 10 year runoff coefficients (C10) were obtained for the development and determined as defined in QUDM.

Table 6.2 — Cio Values

 

 

 

 

 

 

Condition Cro
Existing Site 0.7
Post-development 0.9

 

6.1.5 Fractions Impervious:
The following values were calculated for the impervious areas: -
Site Area - 1510m?2
Impervious Area - 300m? (pre-development)
1316m? (post development)
6.1.6 Peak Flows:

Table 6.3 below displays a summary of major and minor discharge rates for pre and post development conditions.

Table 6.3 — Pre and Post Development Peak Flow Rates — Rational Method

 

 

 

Condition Qio (m*/s) Qi00 (m/s)
Pre-development 0.093 0.158
Post-development 0.103 0.169

 

 

 

 

 

 

 

6.2.1 Peak Flow Mitigation:

As shown in Table 6.3 Stormwater runoff will increase as a result of the proposed development using the Rational
Method. Therefore, it is proposed to utilise an on-site detention tank to mitigate the peak stormwater discharge
rates from the proposed development prior to discharging to the lawful point of discharge as discussed in section
4.2.

SCG Consulting engineers 7 SCG Ref: 31030(SWM)

Page 8

Using the software package DRAINS we have modelled the proposed site with a dentention tank to establish the
proposed stormwater drainage characterisitics. The detention tank was modelled with a 135 diamater slow flow
orifice and only receives runoff from the roofs of the proposed buildings.




                             Fig 2 – Drains Model – Showing 1% AEP Flows




                   Fig 3 – Proposed Detention Tank Volume/Site Discharge Flow Rate



 SCG Consulting engineers                             8                              SCG Ref: 31030(SWM)


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Using the software package DRAINS we have modelled the proposed site with a dentention tank to establish the
proposed stormwater drainage characterisitics. The detention tank was modelled with a 135 diamater slow flow
orifice and only receives runoff from the roofs of the proposed buildings.

Qo.149

0.167

PROPOSED SITE

EXISTING SITE

Volume (cu.m)

Flow rate (cu.m/s)

 

so ee ———

ane <A 7

\
en 0135
-

PROPOSED SITE - DETAINED

Fig 2 — Drains Model — Showing 1% AEP Flows

TANK STORAGE VOLUME - 1% AEP, 10min burst Storm 7

 

° 10 20 30 40 50 60
Time (mins)

PIPE 15 Hydrograph - 1% AEP, 10min burst Storm 7

 

Maximum flow = 0.135 cu.m/s

 

0 10 20 30 40 50 60
Time (mins)

Fig 3 — Proposed Detention Tank Volume/Site Discharge Flow Rate

SCG Consulting engineers

8 SCG Ref: _31030(SWM)

Page 9

The results in the graphs above display a proposed peak flow rate of 135lt/s and a detained volume of 12.0kL.

Output from the DRAINS analysis of the existing site and the proposed site with detention are as follows: -

                                  Existing Site Q100                = 149lt/s
                                  Proposed site with detention Q100 = 135lt/s

An additional 7kL stormwater re-use water tank is specified to be upstream from the detention tank. This will
further increase the detained volumes for the site.

These drainage features are presented in our stormwater drainage plans 31030 – OW5.1.A / OW5.2.A.


6.3.1     Existing Drainage infrastructure:

The proposed site is to be connected to the existing Council stormwater drainage system in Toolar Street.


6.4.1     Manage Allotment and Cross Allotment Flows:

Upslope flows will be captured by grated field inlets across the rear of the site and piped through the site to the
approved point of discharge.


7.0       FLOODING

The Noosa Shire Council ARI 100Yr Flood Map confirms there is no River / Creek / Waterway or Overland Flow
Flood Planning area for the allotment.


8.0       CONCLUSION:

The measures proposed in this report demonstrate that the development can incorporate Water Sensitive Urban
Design principles into it’s construction and on-going use.

The development will contribute positively to the built environment that will contain it.




Sean Richardson – REPQ 5835
For and on behalf of
SCG CONSULTING ENGINEERS




 SCG Consulting engineers                                   9                               SCG Ref: 31030(SWM)


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The results in the graphs above display a proposed peak flow rate of 135lt/s and a detained volume of 12.0kL.
Output from the DRAINS analysis of the existing site and the proposed site with detention are as follows: -

149lt/s
135It/s

Existing Site Qioo
Proposed site with detention Quoo

An additional 7kL stormwater re-use water tank is specified to be upstream from the detention tank. This will
further increase the detained volumes for the site.

These drainage features are presented in our stormwater drainage plans 31030 — OW5.1.A / OW5.2.A.

6.3.1 Existing Drainage infrastructure:

The proposed site is to be connected to the existing Council stormwater drainage system in Toolar Street.

6.4.1 Manage Allotment and Cross Allotment Flows:

Upslope flows will be captured by grated field inlets across the rear of the site and piped through the site to the
approved point of discharge.

7.0 FLOODING

The Noosa Shire Council ARI 100Yr Flood Map confirms there is no River / Creek / Waterway or Overland Flow
Flood Planning area for the allotment.

8.0 CONCLUSION:

The measures proposed in this report demonstrate that the development can incorporate Water Sensitive Urban
Design principles into it’s construction and on-going use.

The development will contribute positively to the built environment that will contain it.

Sean Richardson — REPQ 5835
For and on behalf of
SCG CONSULTING ENGINEERS

SCG Consulting engineers 9 SCG Ref: 31030(SWM)