Council archive · source document

Attachment 2 - Stormwater Management Plan · 131998.981126.5

Plans and drawings: the text below has words only, no drawings.

                                                       PROPOSED SITE ENHANCEMENTS

                    STORMWATER WATER MANAGEMENT PLAN

                                                                                              VERSION 0

                                                                                                                                FOR

                                                                 NOOSA CHURCH
                                                        202 EUMUNDI NOOSA RD NOOSAVILLE

                                                                                         SEPTEMBER 2022




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                                                                                                                                                                                                                                                                                                                    NOOSA
Callaghan & Toth                                                                                                                                                                                                                                                                                                                                                                                                                    ROAD

  Civil, Environmental &
  Hydraulic Engineers

Full text of the other 18 pages

Page 2

                                                                                                            Callaghan & Toth


                                               DOCUMENT HISTORY

Document Reference:                                  No: 2227 SWQMP_Rev0.doc

Project Manager:                                     Bradley Voigt

Author:                                              Monte Plasman

Client:                                              Noosa Church

Contact Person:                                      Bradley Voigt



DISTRIBUTION LIST

                                               POSITION ON
       NAME         ORGANISATION              MANAGEMENT                REVISION         REVISION         REVISION         REVISION
                                                   TEAM                     0                1               2                3
 Bradley Voigt      Noosa Church                   Client                   1
 Lex Toth           Callaghan & Toth               Author                   1
 Mark Lewis         Noosa Council            Assessment Officer             1




REVISION LIST

          REVISION                    DATE DISTRIBUTED                       ISSUED BY                       CHECKED BY

               0                    12 September 2022                    Monte Plasman                          Lex Toth




              The information contained in this report is confidential and proprietary to Callaghan & Toth Civil,
              Environmental & Hydraulic Engineers. 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 Callaghan & Toth. Callaghan & Toth reserves all legal rights
                and remedies in relation to infringement of its rights in respect of its confidential information.
                                                         ©
                                                Callaghan & Toth
                                                       2022




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Callaghan & Toth

CONTENTS

1. INTRODUCTION................................................................................................. 4
1.1 Response to Conditions of Approval ......................................................................... 4
2. DESCRIPTION.................................................................................................... 4
3. FLOODING ......................................................................................................... 5
4. STORMWATER DESIGN AND ASSESSMENT ................................................. 8
4.1 Proposed On-Site Stormwater Treatment Process ..................................................... 8
4.1.1 Rainfall Data ........................................................................................................ 8
4.2 HYDROLOGY .......................................................................................................... 8
CONCLUSIONS ....................................................................................................... 10
APPENIDX 1: Detention Calculation Results ....................................................... 11

LIST OF REFERENCES

1. Engineers Australia (2006) Australian Runoff Quality. Australian Runoff Quality
Guidelines.
2. Healthy Waterways (2006) Water Sensitive Urban Design Technical Design
Guidelines for Southeast Queensland
3. Water by Design, Deemed to Comply Solutions – Stormwater Quality Management
(Southeast Queensland), May 2010
4. QUDM (Queensland Urban Drainage Manual 2016)
5. AS/NZS 3500.3.2003 Stormwater Drainage

6.
LIST OF FIGURES

Figure 1.1 Proposed Lot Layout & Catchment 6
Figure 1.2 Proposed Stormwater Management Plan 7
Figure 4.2 Proposed Detention/Reuse Tank 9

LIST OF TABLES

Table 1.1 Response to Pre-Lodgement Notes 5

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Callaghan & Toth

1. INTRODUCTION

The site subject to this report is at No.202 Eumundi Noosa Rd Noosaville. One existing shed
on the lot will be removed and replaced by a larger shed and will feature a new concrete
hardstand area and short section of road to link carpark areas. As well, an existing church
building will be upgraded to feature a new entry foyer and covered barbeque area.

The stormwater management assessment undertaken on this project considers the increase
in impervious area of the lot due to the proposed shed and hardstand area. Then, it
determines which measures can be incorporated into the design to attenuate the resultant
increase in runoff back to predevelopment levels. The new entry foyer and barbeque area
will capture stormwater and be directed to the existing site drainage system.

The existing shed catchment drains to Satinwood St before discharging to Lake Doonella
Bushland Reserve. The existing church building catchment drains to Ferntree Ct before
discharging to a portion of Lake Doonella Park.

The existing shed and church building site currently drain to Satinwood St and Ferntree Ct,
respectively, as shown on Figure 1.1. The proposed new drainage system will replicate the
existing catchment.

1.1 Response to Conditions of Approval

TABLE 1.1: Response to Pre-Lodgement Notes
Item CONDITION RESPONSE
Mark Lewis -1 The proposed shed and associated hardstand areas Details shown on Figure
will most likely increase stormwater runoff from the 1.2
site. Any application will need to include a stormwater
management plan prepared by a suitably qualified
person. The SWMP must demonstrate that the
development will not cause a downstream worsening
for other properties and that the downstream drainage
system has the capacity to cater for the runoff.
Runoff from the other smaller additions to the
buildings will need to be directed to the existing site
drainage system.

2. DESCRIPTION

The site is on a 19,841 m2 parcel of land which has frontage to Eumundi Noosa Rd. Onsite
drainage in the westerly portion of the lot discharges to an underground DN450 stormwater
system on Satinwood St controlled by Noosa Council. Onsite drainage in the central portion
of the lot discharges to an underground DN300 stormwater system on Ferntree Ct controlled
by Noosa Council. Onsite drainage in the eastern portion of the lot discharges to an
underground DN300 stormwater system that flows towards Silkwood Dr and is controlled by
Noosa Council

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Page 5

                                                                         Callaghan & Toth

3.     FLOODING

The existing shed drains toward Satinwood St and the Lake Doonella Bushland Reserve.
The downpipes discharge into a grassed open channel along the westerly boundary of the
lot.
The existing church building drains toward Ferntree Ct. The downpipes discharge to a pit
before entering the DN300 pipe on Ferntree.

The runoff from Eumundi Noosa Rd is collected in kerb and channel and a culvert under the
driveway. The whole lot is above flood levels.




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Page 6

                                                Callaghan & Toth
                                                  Civil, Environmental &
                                                  Hydraulic Engineers




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Page 7

Callaghan & Toth
  Civil, Environmental &
  Hydraulic Engineers


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CONNECT NEW DOWNPIPES TO
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HED & INSTALL AWNINGS

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JOSH USHER NOOSA CHURCH
BRADLEY VOIGT NOOSA CHURCH

——_
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title

STORMWATER MANAGEMENT
DETAIL PLAN

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_———————————
202 EUMUNDI NOOSA RD

Parish of TEWANTIN
County of MARCH
SUNSHINE COAST REGIONAL

COUNCIL

 

 

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scale SCALE SHOWN IS ORIGINAL DRAWING SCALE
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STORMWATER MANAGEMENT DETAIL PLAN — SHED AND HARDSTAND AREAS — WEST

Page 8

Callaghan & Toth

4. STORMWATER DESIGN AND ASSESSMENT

4.1 Proposed On-Site Stormwater Treatment Process

The developed site was divided into a Sub-Catchment to show the proposed areas for
detention as shown on Figure 1.1 and the detention system is listed below:

1. Above ground rainwater tanks will be required to collect water for stormwater detention
purposes from the shed roof area. A total of two (2) 5,000L tanks (1.8m diameter x
2.32m high manufactured dimensions) will be provided for the new shed. The tanks will
discharge through a 40mm diameter orifice at a height of 0.83m above the invert of the
tank and a 150mm diameter overflow pipe at the top of the tank. The depth below the
orifice outlet will be used for toilet reuse. The total combined tank capacity is to be 7,000
litres and is adequate for the approximate attenuation of runoff back to pre-development
concentrations for AEP1%, 10%, 50%. See Figure 4.2 on page 9 for a detail of the
proposed rainwater tank setup.
2. The underground drainage system is designed to convey a 20% AEP event for both the
new shed/hardstand area as well as the new entry foyer/barbeque area. An overland
flow path has been provided to convey larger events.

4.1.1 Rainfall Data
The meteorological data used for the BOM IFD table for Noosaville was used for the runoff
calculations

4.2 HYDROLOGY

The site has been modelled using HydroCAD 10 to determine the detention capabilities of the
rainwater tank.

The aboveground rainwater tank adopted has been sized so that runoff concentrations are
reduced back to predevelopment levels as shown in our calculations in Appendix 1.

As the existing runoff and catchment extents to Satinwood St is not to be affected by this
development, there will be no change to the capacity of drainage to Satinwood St and the
Lake Doonella Bushland Reserve outlet.

2227 SWMP_Rev0.docx September 2022 8
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Page 9

Callaghan & Toth
  Civil, Environmental &
  Hydraulic Engineers


[OCR of page images]
 

 

ON150 OVERFLOW
PIPE TO GULLY PIT

ROOFWATER DOWNPIPES

 

 

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GULLY PIT

3,500L STORMWATER DETENTION
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0.83m 1,500L TOILET WATER STORAGE

 

 

   
 

FIRST FLUSH
DIVERTER

 

 

 

 

 

5,000L TANK

(ASSUME TANK IS 1.8m DIAMETER x 2.32m HIGH)

 

 

project

Callaghan & Toth | PROPOSED NOOSA CHURCH UPGRADES

Civil, Environmental &

location

Hydraulic Engineers 202 EUMUNDI NOOSA RD NOOSAVILLE

1.16/90 GOODCHAP STREET
NOOSAVILLE 4566
| Ph: 54749081 Fax: 54749041
www.callaghanandtoth.com.au

—

TYPICAL DETENTION/REUSE TANK

Figure 4.2

 

 

Scale: NTS

Page 10

                                                                         Callaghan & Toth

CONCLUSIONS

The aboveground rainwater tanks are able to attenuate the runoff concentrations back to
pre-development levels and so the development will not have an impact on the hydrology of
the existing system.

The internal drainage system has been designed to carry the 20% AEP for both the new
shed/hardstand area and the extensions to the church building.




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Page 11

                                                         Callaghan & Toth

APPENIDX 1: Detention Calculation Results
                     202 Eumundi Noosa Rd Noosaville

Summary of Calculations:

Pre-Development Case

610m² Catchment

tc = 6 min., C=0.98, 0.70
Cf50%=0.85, Cf10%=1.00, Cf1%=1.20

              Q1% flow = 0.04351 m³/s
              Q10% flow = 0.02572 m³/s
              Q50% flow = 0.01638 m³/s


Post-Development Case (With Detention)

610m² Catchment


tc = 6 min., C=0.98
Cf50%=0.85, Cf10%=1.00, Cf1%=1.20

              Q1% flow = 0.02615 m³/s
              Q10% flow = 0.0116 m³/s
              Q50% flow = 0.0084 m³/s




                                2227 SWMP_Rev0.docx    September 2022   11
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Page 12

         2S

Existing shed and
 asphalt carpark                                                            4R

                                                                  DN450 SW Pipe


         1S

Existing Equivalent
    Landscape




Subcat   Reach   Pond   Link               Routing Diagram for PRE DEVELOPMENT
                                            Prepared by HP Inc., Printed 2/09/2022
                               HydroCAD® 10.00-26 s/n 05328 © 2020 HydroCAD Software Solutions LLC

Page 13

PRE DEVELOPMENT                              noosa 2-Year Duration=6 min, Inten=153.3 mm/hr
Prepared by HP Inc.                                                              Printed 2/09/2022
HydroCAD® 10.00-26 s/n 05328 © 2020 HydroCAD Software Solutions LLC                         Page 5

                        Time span=0.00-3.00 hrs, dt=0.01 hrs, 301 points
                        Runoff by Rational method, Rise/Fall=1.0/1.7 xTc
               Reach routing by Stor-Ind method - Pond routing by Stor-Ind method

Subcatchment 1S: Existing Equivalent Runoff Area=509.0 m² 0.00% Impervious Runoff Depth=12 mm
                                                 Tc=6.0 min C=0.59 Runoff=0.01280 m³/s 0.006 Ml

Subcatchment 2S: Existing shed and    Runoff Area=101.0 m² 0.00% Impervious Runoff Depth=17 mm
                                                 Tc=6.0 min C=0.83 Runoff=0.00357 m³/s 0.002 Ml

Reach 4R: DN450 SW Pipe                                                Inflow=0.01638 m³/s 0.008 Ml
                                                                      Outflow=0.01638 m³/s 0.008 Ml

        Total Runoff Area = 0.0610 ha Runoff Volume = 0.008 Ml Average Runoff Depth = 13 mm
                                    100.00% Pervious = 0.0610 ha 0.00% Impervious = 0.0000 ha

Page 14

PRE DEVELOPMENT                            noosa 10-Year Duration=6 min, Inten=203.1 mm/hr
Prepared by HP Inc.                                                            Printed 31/08/2022
HydroCAD® 10.00-26 s/n 05328 © 2020 HydroCAD Software Solutions LLC                        Page 5

                        Time span=0.00-3.00 hrs, dt=0.01 hrs, 301 points
                        Runoff by Rational method, Rise/Fall=1.0/1.7 xTc
               Reach routing by Stor-Ind method - Pond routing by Stor-Ind method

Subcatchment 1S: Existing Equivalent Runoff Area=509.0 m² 0.00% Impervious Runoff Depth=19 mm
                                                 Tc=6.0 min C=0.70 Runoff=0.02013 m³/s 0.010 Ml

Subcatchment 2S: Existing shed and Runoff Area=101.0 m² 100.00% Impervious Runoff Depth=27 mm
                                                 Tc=6.0 min C=1.00 Runoff=0.00570 m³/s 0.003 Ml

Reach 4R: DN450 SW Pipe                                                Inflow=0.02583 m³/s 0.013 Ml
                                                                      Outflow=0.02583 m³/s 0.013 Ml

        Total Runoff Area = 0.0610 ha Runoff Volume = 0.013 Ml Average Runoff Depth = 21 mm
                                    83.44% Pervious = 0.0509 ha 16.56% Impervious = 0.0101 ha

Page 15

PRE DEVELOPMENT                 noosa 100-Year Duration=6 min, Inten=295.9 mm/hr, Cf=1.20
Prepared by HP Inc.                                                            Printed 31/08/2022
HydroCAD® 10.00-26 s/n 05328 © 2020 HydroCAD Software Solutions LLC                        Page 5

                        Time span=0.00-3.00 hrs, dt=0.01 hrs, 301 points
                        Runoff by Rational method, Rise/Fall=1.0/1.7 xTc
               Reach routing by Stor-Ind method - Pond routing by Stor-Ind method

Subcatchment 1S: Existing Equivalent Runoff Area=509.0 m² 0.00% Impervious Runoff Depth=34 mm
                               Tc=6.0 min Frequency Adjusted C=0.84 Runoff=0.03519 m³/s 0.017 Ml

Subcatchment 2S: Existing shed and Runoff Area=101.0 m² 100.00% Impervious Runoff Depth=40 mm
                                                 Tc=6.0 min C=1.00 Runoff=0.00831 m³/s 0.004 Ml

Reach 4R: DN450 SW Pipe                                                Inflow=0.04351 m³/s 0.021 Ml
                                                                      Outflow=0.04351 m³/s 0.021 Ml

        Total Runoff Area = 0.0610 ha Runoff Volume = 0.021 Ml Average Runoff Depth = 35 mm
                                    83.44% Pervious = 0.0509 ha 16.56% Impervious = 0.0101 ha

Page 16

                           3L                                 1P
    2S
                        (new Link)                2 x 5,000L Tanks - West
 New Shed
                                                                                               4R

                                                                                        DN450 SW Pipe




                         4S

                  New Concrete
                   Hardstand
                                            7S

                                     New Road Extension




Subcat   Reach   Pond         Link               Routing Diagram for POST DEVELOPMENT 2 tanks
                                                      Prepared by HP Inc., Printed 12/09/2022
                                          HydroCAD® 10.00-26 s/n 05328 © 2020 HydroCAD Software Solutions LLC

Page 17

POST DEVELOPMENT 2 tanks                     noosa 2-Year Duration=6 min, Inten=153.3 mm/hr
Prepared by HP Inc.                                                            Printed 12/09/2022
HydroCAD® 10.00-26 s/n 05328 © 2020 HydroCAD Software Solutions LLC                        Page 6

                         Time span=0.00-3.00 hrs, dt=0.01 hrs, 301 points
                         Runoff by Rational method, Rise/Fall=1.0/1.7 xTc
          Reach routing by Muskingum-Cunge method - Pond routing by Stor-Ind method

Subcatchment 2S: New Shed           Runoff Area=450.0 m² 100.00% Impervious Runoff Depth=20 mm
                                                 Tc=6.0 min C=0.98 Runoff=0.01880 m³/s 0.009 Ml

Subcatchment 4S: New Concrete       Runoff Area=120.0 m² 100.00% Impervious Runoff Depth=20 mm
                                                 Tc=6.0 min C=0.98 Runoff=0.00501 m³/s 0.002 Ml

Subcatchment 7S: New Road Extension Runoff Area=40.0 m² 0.00% Impervious Runoff Depth=19 mm
                                                 Tc=6.0 min C=0.90 Runoff=0.00153 m³/s 0.001 Ml

Reach 4R: DN450 SW Pipe                                                Inflow=0.00836 m³/s 0.008 Ml
                                                                      Outflow=0.00836 m³/s 0.008 Ml

Pond 1P: 2 x 5,000L Tanks - West   Peak Elev=15.904 m Storage=7.1 m³ Inflow=0.01880 m³/s 0.009 Ml
                                                                    Outflow=0.00497 m³/s 0.005 Ml

Link 3L: (new Link)                               below 0.03100 m³/s Inflow=0.01880 m³/s 0.009 Ml
                                   Primary=0.01880 m³/s 0.009 Ml Secondary=0.00000 m³/s 0.000 Ml

        Total Runoff Area = 0.0610 ha Runoff Volume = 0.012 Ml Average Runoff Depth = 20 mm
                                    6.56% Pervious = 0.0040 ha 93.44% Impervious = 0.0570 ha

Page 18

POST DEVELOPMENT 2 tanks                   noosa 10-Year Duration=6 min, Inten=203.1 mm/hr
Prepared by HP Inc.                                                            Printed 12/09/2022
HydroCAD® 10.00-26 s/n 05328 © 2020 HydroCAD Software Solutions LLC                        Page 6

                         Time span=0.00-3.00 hrs, dt=0.01 hrs, 301 points
                         Runoff by Rational method, Rise/Fall=1.0/1.7 xTc
          Reach routing by Muskingum-Cunge method - Pond routing by Stor-Ind method

Subcatchment 2S: New Shed           Runoff Area=450.0 m² 100.00% Impervious Runoff Depth=27 mm
                                                 Tc=6.0 min C=0.98 Runoff=0.02491 m³/s 0.012 Ml

Subcatchment 4S: New Concrete       Runoff Area=120.0 m² 100.00% Impervious Runoff Depth=27 mm
                                                 Tc=6.0 min C=0.98 Runoff=0.00664 m³/s 0.003 Ml

Subcatchment 7S: New Road Extension Runoff Area=40.0 m² 0.00% Impervious Runoff Depth=25 mm
                                                 Tc=6.0 min C=0.90 Runoff=0.00203 m³/s 0.001 Ml

Reach 4R: DN450 SW Pipe                                                Inflow=0.01159 m³/s 0.012 Ml
                                                                      Outflow=0.01159 m³/s 0.012 Ml

Pond 1P: 2 x 5,000L Tanks - West   Peak Elev=16.305 m Storage=9.2 m³ Inflow=0.02491 m³/s 0.012 Ml
                                                                    Outflow=0.00653 m³/s 0.008 Ml

Link 3L: (new Link)                               below 0.03100 m³/s Inflow=0.02491 m³/s 0.012 Ml
                                   Primary=0.02491 m³/s 0.012 Ml Secondary=0.00000 m³/s 0.000 Ml

        Total Runoff Area = 0.0610 ha Runoff Volume = 0.016 Ml Average Runoff Depth = 27 mm
                                    6.56% Pervious = 0.0040 ha 93.44% Impervious = 0.0570 ha

Page 19

POST DEVELOPMENT 2 tan noosa 100-Year Duration=6 min, Inten=295.9 mm/hr, Cf=1.20
Prepared by HP Inc.                                                            Printed 12/09/2022
HydroCAD® 10.00-26 s/n 05328 © 2020 HydroCAD Software Solutions LLC                        Page 6

                         Time span=0.00-3.00 hrs, dt=0.01 hrs, 301 points
                         Runoff by Rational method, Rise/Fall=1.0/1.7 xTc
          Reach routing by Muskingum-Cunge method - Pond routing by Stor-Ind method

Subcatchment 2S: New Shed           Runoff Area=450.0 m² 100.00% Impervious Runoff Depth=40 mm
                               Tc=6.0 min Frequency Adjusted C=1.00 Runoff=0.03704 m³/s 0.018 Ml

Subcatchment 4S: New Concrete       Runoff Area=120.0 m² 100.00% Impervious Runoff Depth=40 mm
                               Tc=6.0 min Frequency Adjusted C=1.00 Runoff=0.00988 m³/s 0.005 Ml

Subcatchment 7S: New Road Extension Runoff Area=40.0 m² 0.00% Impervious Runoff Depth=40 mm
                               Tc=6.0 min Frequency Adjusted C=1.00 Runoff=0.00329 m³/s 0.002 Ml

Reach 4R: DN450 SW Pipe                                                Inflow=0.02615 m³/s 0.020 Ml
                                                                      Outflow=0.02615 m³/s 0.020 Ml

Pond 1P: 2 x 5,000L Tanks - West Peak Elev=16.820 m Storage=11.8 m³ Inflow=0.03100 m³/s 0.017 Ml
                                                                      Outflow=0.01944 m³/s 0.013 Ml

Link 3L: (new Link)                               below 0.03100 m³/s Inflow=0.03704 m³/s 0.018 Ml
                                   Primary=0.03100 m³/s 0.017 Ml Secondary=0.00604 m³/s 0.000 Ml

        Total Runoff Area = 0.0610 ha Runoff Volume = 0.024 Ml Average Runoff Depth = 40 mm
                                    6.56% Pervious = 0.0040 ha 93.44% Impervious = 0.0570 ha

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