Site Based Stormwater Management Plan · 132007.1841.7

Page 2

Table of Contents
                                                                                  Page
1.0       INTRODUCTION                                                                3
          1.1     Existing Site                                                       3
          1.2     Proposed Works                                                      3
2.0       STORMWATER RUNOFF                                                           4
          2.1     Existing                                                            4
          2.2     Internal                                                            4
          2.3     Detention                                                           4
3.0       STORMWATER QUALITY                                                          7
          3.1     Requirement                                                         7

          Appendix A                                                                  8
          Existing Site Survey                                                        8

          Appendix B                                                                  8
          Proposed Stormwater Layout Plan                                             8




REPORT AUTHORISATION

Version                                A               Date   20 September 2017

Comments             Issued for Development Approval



Prepared by                                            Date   20 September 2017
                        Ken Miller BEng RPEQ 09053
                            Civil Design Manager



Approved by                                            Date   20 September 2017
                                 Trevor Slogrove
                                     Director




                                                                                  Actrol Noosaville
                                                                                      STP17-0504
                                                                                           Page 2

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1.0   Introduction
      This report has been prepared by STP Consultants in response to a Request for Information from
      Noosa Shire Council for a proposed commercial development at Lot 11 on SP126376 located at
      1/100 Rene Street, Noosaville.


1.1   Existing Site
      The subject site consists of one parcel of land described as Lot 1 on SP230643 and (hereafter
      described as “the site”) and has a land area of 1,585 square metres.


      The site is currently vacant. A locality plan and existing survey for the subject site are shown below
      in Figure 1 and Appendix A.




                    Figure 1 – Locality plan (qldglobe) showing location of Lot 1 and easements


1.2   Proposed Works
      The proposal is to redevelop the site into a commercial trade outlet. The proposed architectural
      layout is shown below in Figure 2.




                                                                                                  Actrol Noosaville
                                                                                                      STP17-0504
                                                                                                           Page 3

Page 4

                                Figure 2 – Proposed layout (Actrol/WG Architects)




2.0   Stormwater Runoff

2.1   Existing
      As shown on the existing survey in Appendix A, the site drains to a large chamber located in the
      north-east corner, which then discharges to an existing reserve. Neither the adjacent lots nor the
      road reserve contribute to the site runoff.


      Underground drainage from the common road reserve and adjacent lots pass through the site with
      the road drainage contained within an easement.


2.2   Internal
      The developed site will achieve 90% impermeable site coverage. All roof water and exposed
      pavement runoff will be collected by field inlets and conveyed to detention storage incorporating the
      existing chamber. Attenuated runoff will then discharge to the drainage reserve to the east of the
      site. Pavements and finished ground levels will fall to the rear at grades of 0.5 - 2% as shown on the
      preliminary pavement and stormwater design in Appendix B.


2.3   Detention
      The design AEP for the existing drainage network is unknown, however for the purpose of detention
      design it will be assumed that it has not been designed to cater for full development (Business
      Centre 1 in 10-year as required by SPS6 of the Planning Scheme) of the urban catchment. As the
      site impervious area has increased from 0% to 90%, on-site detention will be assumed to be


                                                                                              Actrol Noosaville
                                                                                                  STP17-0504
                                                                                                       Page 4

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necessary to attenuate the discharge to the existing drainage reserve to pre-development levels.
Pre- and post-development calculations are shown below, with the required detention storage
(maximum volume developed at the ARI 100-year event) of 12m3 accommodated within pipe, pit
and depression storage discharging to the existing downstream chamber. The maximum depth of
the inundated area will be 150mm.




                    Table 1 – IFD table for Noosaville (Bureau of Meteorology)




                                                                                   Actrol Noosaville
                                                                                       STP17-0504
                                                                                            Page 5

Page 6

                           Table 2 – Pre- and post-development runoff and detention calculations
The 100-year Inflow-Outflow-Storage hydrographs are shown below in Figure 3 and refine the required
storage volume to 12m3. Maximum outflow from the system will be limited to 0.073m3/s by a 300mm diameter
outlet pipe from the last inlet pit to the downstream chamber.




                                                                                                   Actrol Noosaville
                                                                                                       STP17-0504
                                                                                                            Page 6

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                             Figure 3 – Inflow-Outflow-Storage hydrographs for 1 in 100-year event

Storage will comprise of 52m of 450mm pipe, two 600x600 pits at 1.5m deep and 98m2 of depression storage
around the lowest inlet pit (area shown shaded on layout plan in Appendix B).



3.0       Stormwater Quality

3.1       Requirement


In accordance with State Planning Policy, a Stormwater Quality Management Plan is not required for sites
less than 2,500m2 in area.




                                                                                                     Actrol Noosaville
                                                                                                         STP17-0504
                                                                                                              Page 7

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Appendix A
Existing Site Survey

Appendix B
Proposed Stormwater Layout Plan




                                  Actrol Noosaville
                                      STP17-0504
                                           Page 8

Page 9

 

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Brisbane
PO Box 3128 West End QLD 4101
Ph: 07 3118 0600
[email protected]

 

urban planning, surveying
& development

Mackay

PO Box 11711, Mackay Caneland QLD 4740
Ph: 1300 278 783
[email protected]

Dimensions and position of subject lot
must be verified by an Identification Survey
prior to design or construction

 

 

 

 

 

 

Real Property Description

Client WG Architects

 

Lot 1 on SP230643

 

 

Notes: The underground services have been compiled from a combination of field surveys, service locator and "Dial Before You Dig” records as per table above.
Invert levels and pipe sizes of hydraulics have been determined by field survey wherever possible. Whilst all care is taken to obtain accurate measurements,

it should be noted that OH&S restricts entry to confined spaces. Where pipe details have been obtained from council records, the plan has been noted accordingly.
The accuracy of service alignments shown on this plan may vary depending on the source of the data. Pot holing should always be undertaken to verify the exact
position prior to construction. Whilst all care has been taken to represent the location of all underground services, further services may exist.

Title boundaries were not marked at the time of survey and have been determined from the original survey plan dimensions only. For accurate locations of boundaries,

an Identification survey is recommended. These contours and levels do not represent the natural ground levels as defined by Cityplan 2014.

ite Block 24-06-10

Locality: Noosaville

Datum for Levels PM100227 RL:14.229 AHD

Detail and Level Survey
Lot 1, 100 Rene Street, Noosaville

 

F Book L Book
PNE170330 =
Magnet File

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PMcK

Seale
1:200

Date
16/8/2017

 

 

 

 

 

 

Surveyor
PMcK

Project No.
BNE170330

Drawing No.

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CONCRETE PAVEMENTS STORMWATER DRAINAGE LEGEND
FINAL PAVEMENT DESIGN IS BASED OF & MINIMUM SUB-GRADE CBR OF 1, THIS DRAWINGIS TO BE READ IN CONJUNCTION WITH THE HYDRAULICS ~ EXISTING EDGE OF BUILDING ESET ARE F
3.5 UNDER SERVICE CONDITIONS. CONSULTANT'S DRAWINGS, :
on EXISTING OVERHEAD ELECTRICITY
2. EXCAVATE OR FILL AS NECESSARY To 375mm (225mm PAVEMENT 2. ROOF WATER DRAINAGE IS To BE CONNECTED To PITS ok PIPES 4S 1
AREAS}/20¢mn (100mm PAVEMENT AREAS! BELOW FINISHED DESIGN SHOWN ON DRAWINGS IN ACCORDANCE WITH THE HYDRAULICS T EXISTING UNDERGROUND TELECOMMUNICATIONS.
LEVELS. COMPACT EXPOSED SURFACE Ta 100% S.R.D.D. To 4 DEPTH OF CONSULTANT'S REQUIREMENTS,
280mm, ALL FILL SHALL BE 8 MINIMUM CLASS 25 MATERIAL. E EXISTING SEWER MAIN
3, UNDERGROUND STORMWATER LINES ARE TO BE CONSTRUCTED USING EXISTING SERVICES LEVEL DATU
cs BEDDING MATERIAL SHALL BE 4 MINIMUM {50mm (225mm PAVEMENT uPVC STORMWATER DRAINAGE CLASS 12 PIPE TO AS 1254 ALL E EXISTING WATERMAIN
AREAS)/100nm ("00mm PAVEMENT AREAS| DEPTH OF TYPE 23 STORMWATER PIPES AND FITS ARE TOBE NSTALLEDIN ACCORDANCE ALL EXISTING SERVICES ARE TO BE PP 0, abba
MATERIAL, WITH MANUFAt QUIREMENTS 4 WANT A AUN . LOCATED BY THE CONTRACTOR PRIOR LEVEL DATUM RL, #H### AHD DERIVED
AND LOCAL AUTHORITY STANDARDS, ERISTING)TOE OF BATIER re ee ee ue Reeietake TO COMMENCEMENT OF WORKS SITE COORDINATES E:#4}93% 071 abst
a CONCRETE PAVEMENTS SHOULD GENERALLY BE CONSTRUCTED AFTER
COMPLETION OF BUILDING CONSTRUCTION. STORMWATER PITS ARE TO BE CONSTRUCTED IN SITU IN ACCORDANCE —— __EXISTING TOP OF BATTER
WITH DRAWINGS OR VARIED AS NOTED ON THE DRAWINGS,
PREFABRICATED STORMWATER PITS MAY BE USED SUBJECT To —— —— — _ BASTING LOT EASEMENT a
WRITTEN APPROVAL FROM THE SUPERINTENDENT. CLASS DHEAVY & PROPOSED STORMWATER DRAINAGE
DUTY GALVANIZED STEEL GRATES ARE TO BE FITTED IN TRAFFIC = EXISTING ROAD CENTRELINE
AREAS, CLASS B LIGHT DUTY GALVANIZED STEEL GRATES ARE To BE
FITTED IN LANDSCAPED OR PEDESTRIAN AREAS UNLESS NOTED
OTHERWISE, ALL GRATES TO COMPLY WITH 4S39% FOR BICYCLE & EXERT RES EOS St OTE
WHEELCHAIRS AND TO BE:HON SLIP; —26— EXISTING CONTOUR (0.1m CONTOUR INTERVAL!
i DESIGN GONTOLIR (0.1m CONTOUR INTERV AL} i i + a a i
_ —_ _ _ EXISTING FENCE ‘ SCALE 1:500 (41) 1000 (43)
por SCOLEUSELY THE BE As Fev DEB
WG ARCHITECTS Design as NOT FOR CONSTRUCTION
Drawn Ov .
Project Job Number Drawing Number
ACTROL NOOSAVILLE S I P Date "AUG 2017 — 304
A | Fon approval ox | ken | 200.0 = PAVEMENT & STORMWATER LAYOUT PLAN Cractes =n
Rev Descnption By | App | Date Centtes KEM Certified Rev
THis ran COPYRIGHT (e) DO NOT SCALE DRAWING ORMINaL DRAWINGIs At SWE THis DRAWING Is noT CONSULTANTS a aa A
TOBE USED FoR CONSTRUCTION UNLESS THE APPROVED SIGNATURE HAS BEEN ADOED.