mount kilcoy road, winya · 2020. 9. 24. · 2.1 modelling approach an assessment of stormwater...

Site Based Stormwater Management Plan

Mount Kilcoy Road, Winya

Reference No. 30032380 Prepared for Lennium Group Pty Ltd 22 July 2019

SMEC INTERNAL REF. 30032380

Document Control

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SITE BASED STORMWATER MANAGEMENT PLAN Mount Kilcoy Road, Winya Prepared for Lennium Group Pty Ltd

SMEC Internal Ref. 30032380 22 July 2019

Document Control

Document: Site Based Stormwater Management Plan

File Location: I:\Projects\30032380-Mt Kilcoy Rd\110_Detailed Design\115_Deliverables\115-6 Development Application

Project Name: Mount Kilcoy Road, Winya

Project Number: 30032380

Revision Number: A

Revision History

REVISION NO. DATE PREPARED BY REVIEWED BY APPROVED FOR ISSUE BY

A 22/7/2019 Sean McGill Brendon Bolt Chris Green

Issue Register

DISTRIBUTION LIST DATE ISSUED NUMBER OF COPIES

Lennium Group Pty Ltd 22 July 2019 1 PDF Electronic Copy

SMEC Company Details

Approved by: CHRIS GREEN

Address: Building C, 6 Innovation Parkway, Birtinya QLD 4575

Signature:

Tel: (07) 5341 9500 Fax: (07) 5437 6525

Email: [email protected] Website: www.smec.com

The information within this document is and shall remain the property of:

Lennium Group Pty Ltd & SMEC Australia

mailto:[email protected]

Important Notice

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Important Notice This report is confidential and is provided solely for the purposes of supporting a development application. This report is provided pursuant to a Consultancy Agreement between SMEC Australia Pty Limited (“SMEC”) and Lennium Group Pty Ltd, under which SMEC undertook to perform a specific and limited task for Lennium Group Pty Ltd. This report is strictly limited to the matters stated in it and subject to the various assumptions, qualifications and limitations in it and does not apply by implication to other matters. SMEC makes no representation that the scope, assumptions, qualifications and exclusions set out in this report will be suitable or sufficient for other purposes nor that the content of the report covers all matters which you may regard as material for your purposes.

This report must be read as a whole. The executive summary is not a substitute for this. Any subsequent report must be read in conjunction with this report.

The report supersedes all previous draft or interim reports, whether written or presented orally, before the date of this report. This report has not and will not be updated for events or transactions occurring after the date of the report or any other matters which might have a material effect on its contents or which come to light after the date of the report. SMEC is not obliged to inform you of any such event, transaction or matter nor to update the report for anything that occurs, or of which SMEC becomes aware, after the date of this report.

Unless expressly agreed otherwise in writing, SMEC does not accept a duty of care or any other legal responsibility whatsoever in relation to this report, or any related enquiries, advice or other work, nor does SMEC make any representation in connection with this report, to any person other than Lennium Group Pty Ltd. Any other person who receives a draft or a copy of this report (or any part of it) or discusses it (or any part of it) or any related matter with SMEC, does so on the basis that he or she acknowledges and accepts that he or she may not rely on this report nor on any related information or advice given by SMEC for any purpose whatsoever.

Important Notice

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Table of Contents DOCUMENT CONTROL ......................................................................................................................................................... I

IMPORTANT NOTICE ........................................................................................................................................................... II

INTRODUCTION................................................................................................................................................................... 5

1.1 Site Location & Characteristics ..................................................................................................................... 5

1.1.1 Existing Hydrology ........................................................................................................................... 5

1.2 Proposed Development................................................................................................................................ 6

2 STORMWATER QUALITY MANAGEMENT ................................................................................................................ 7

2.1 Modelling Approach ..................................................................................................................................... 7

2.2 Catchment Areas .......................................................................................................................................... 7

2.3 MUSIC Model Layout .................................................................................................................................... 7

2.4 Results .......................................................................................................................................................... 8

2.5 Catchment Management Overlay Code ....................................................................................................... 8

3 STORMWATER QUANTITY MANAGEMENT.............................................................................................................. 9

3.1 Existing Scenario........................................................................................................................................... 9

3.1.1 Rational Method Calibration ......................................................................................................... 10

3.2 Developed Scenario ................................................................................................................................... 12

3.3 Stormwater Mitigation ............................................................................................................................... 15

4 CONSTRUCTION PHASE MANAGEMENT ................................................................................................................ 17

4.1 Erosion and Sediment Control ................................................................................................................... 17

5 ESTABLISHMENT AND OPERATIONAL PHASE MANAGEMENT .............................................................................. 18

5.1 Establishment ............................................................................................................................................. 18

5.2 Operational ................................................................................................................................................ 18

6 CONCLUSIONS ....................................................................................................................................................... 19

7 REFERENCES .......................................................................................................................................................... 20

Appendices

SITE LAYOUT

RATIONAL METHOD

WBNM OUTPUTS

Important Notice

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List of Tables

Table 1: Catchment Areas ................................................................................................................................................... 7

Table 2: MUSIC Results – Road ........................................................................................................................................... 8

Table 3: MUSIC Results – Allotment ................................................................................................................................... 8

Table 4: WBNM Catchment Parameters – Existing Scenario .............................................................................................. 9

Table 3-5 Existing Scenario WBNM Outlet Peak Flows ...................................................................................................... 9

Table 6: Rational Verification – Outlet A .......................................................................................................................... 10

Table 7: Rational Verification – Outlet B .......................................................................................................................... 10

Table 8: Rational Verification – Outlet C3......................................................................................................................... 10

Table 9: WBNM Sub-Catchment Fraction Impervious Values – Developed Scenario ...................................................... 12

Table 10: Developed Scenario WBNM Outlet Peak Flows ................................................................................................ 12

Table 11: Storage / Basin Details ...................................................................................................................................... 15

Table 12: Mitigated Scenario WBNM Outlet Peak Flows ................................................................................................. 15

List of Figures

Figure 1: Locality Plan (Source: Google Maps 2019) .......................................................................................................... 6

Figure 2: MUSIC Model Layout ........................................................................................................................................... 7

Figure 3: Catchment plan .................................................................................................................................................. 11

Introduction

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Introduction SMEC has been commissioned by the Lennium Group Pty Ltd to prepare a Stormwater Management Plan (SMP) Report to support the Development Application for the proposed rural subdivision at Mount Kilcoy Road, Winya (Lot 1 on SP162871).

The Pollution Load Reduction Targets and non-worsening criteria have been derived from the “Services, Works and Infrastructure Code” of the Somerset Planning Scheme 2016.

From this, Table 8.3.5.3.C identifies that load reduction targets are not applicable to development that is less than 35% impervious. Despite this requirement it is proposed to treat stormwater runoff via a road side swale system. The purpose of this SMP is to identify the stormwater quality and detention options required to be implemented within the site to achieve elements of these codes. The objectives of this SMP are to:

Ensure the proposed development maintains or improves the environmental values of the receiving waters within the receiving catchment throughout the operational phase;

Consider suitable Stormwater Quality Improvement Devices (SQID’s) based on Water Sensitive Urban Design (WSUD) principles;

Recommend an appropriate stormwater treatment strategy for the proposed development that complies with Somerset Regional Council (SRC) water quality objectives;

Ensure the development achieves non-worsening of stormwater flows downstream of the site.

1.1 Site Location & Characteristics

The subject land is described as Lot 1 on SP162871 in Winya QLD 4515 within the Somerset Regional Council area. The site premises is approximately 40.5 Ha and is accessed from the Mount Kilcoy Road approximately 2 kilometres north from the township of Kilcoy. The property is bounded by Mount Kilcoy Rd and Kilcoy Murgon Rd.

1.1.1 Existing Hydrology

The project site is located within the Somerset Dam catchment area. The site in its undeveloped form is primarily split into two catchments and generally drains in both an easterly direction towards Kilcoy Creek and north westerly direction towards Kilcoy Murgon Road and into Sheep Station Creek.

It is noted that a drainage line/stream flows approximately south west to east through the project site. This flow path is indicated by The Department of Natural Resources, Mines and Energy (DNRME) mapping as an order one drainage line. This drainage line discharges into Kilcoy Creek approximately 300m downstream of the eastern site boundary. This drainage line is a defined feature under the Water Act 2000.

The site is located within the higher risk catchment area (water supply buffer area) under the Somerset Regional Council Planning Scheme.

The site locality plan is presented below in Figure 1.

Introduction

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Figure 1: Locality Plan (Source: Google Maps 2019)

1.2 Proposed Development

The proposed development application consists of a Reconfiguration of Lot (1 lot into 30 lots). The lots range in area from 5201m2 to 25,128m2 and currently, do not contain existing dwellings or development.

The proposed layout consists of approximately 1,430m of new public road extending from Mount Kilcoy Road to the southern lot boundary which has been positioned to account for possible future development or extension. Lots will be accessed from a new intersection at Mount Kilcoy Rd.

Through discussions with Council during pre-lodgement, a pedestrian linkage between Kilcoy Murgon Road and the south-western cul-de-sac (Road 3) will be provided.

Lots will be serviced with reticulated water standard arrangements with new mains extensions from existing mains supply on Kilcoy Murgon Road.

The proposed site layout is provided in Appendix A.

SITE

Stormwater Quality Management

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2 Stormwater Quality Management The objective of this report is to assess the stormwater quality measures required based on the development layout prepared in order to support the Reconfiguration of Lot application for the site. The Pollution Load Reduction Targets criteria have been derived from the “Services, Works and Infrastructure Code” of the Somerset Planning Scheme 2016. From this, Table 8.3.5.3.C identifies that load reduction targets are not applicable to development that is less than 35% impervious. Despite this requirement it is proposed to treat stormwater runoff via a road side swale system which has been modelled in MUSIC.

2.1 Modelling Approach

An assessment of stormwater runoff quality from the proposed development site has been assessed using the Model for Urban Stormwater Improvement Conceptualisation (MUSIC) – Version 6.20, released in 2016.

Climate data for the catchment was sourced from the MUSIC model database. The rainfall and evaporation data template for this site has been based on data from Dayboro Airport from 1/1/1980- 31/12/1989 with six (6) minute rainfall duration. The adopted source node parameters from “MUSIC Modelling Guidelines” (Water By Design, 2010) for rural residential have been used to represent the site.

As majority of the proposed lots don’t fall directly to the road, the MUSIC model has separated the road reserve and allotments, with the road being treated by road side swales and allotments treated via grassed buffers (which represent sheet flow of impervious areas over the balance of each lot).

2.2 Catchment Areas

The development site has been into two source nodes, them being road and lots, representing the areas of the site.

The area of road will report to roadside grass swales while the impervious portion of each lot will be treated via grass

buffers (balance area on each lot). Each new lot has been assumed to have 1,000m2 of new impervious area, whilst

the road has an 8m pavement and 20m road reserve. Table 1 outlines the catchment areas and impervious %.

Table 1: Catchment Areas

CATCHMENT AREA IMPERIVOUS

Road 2.97 40%

Lots 37.52 10%

2.3 MUSIC Model Layout

As the management of urban stormwater needs to take a holistic approach, a number of management measures need

to be implemented in series to form a treatment train. The correct utilisation of various devices within the treatment

train is imperative to target the desired pollutants, from the gross solids to the fine colloidal partials. Figure 2 shows

the MUSIC model layout for the development.

Figure 2: MUSIC Model Layout

Stormwater Quality Management

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2.4 Results

MUSIC modelling of the proposed treatment train for the developable area of the proposed development at Mt Kilcoy Road, Winya was performed to identify performance of the site (noting the “Services, Works and Infrastructure Code” doesn’t require set load targets to be achieved). Table 2 and Table 3 presents the load-based outputs from the swales treating the roads and buffer treating the allotments. Given the rural nature of the development, it is considered this approach achieve best management practice with respect to implementation of water sensitive urban design and managing stormwater quality for the development.

Table 2: MUSIC Results – Road

POLLUTANT UNMITIGATED (KG/YR)

MITIGATED (KG/YR)

REDUCTION ACHIEVED (%)

TARGET REDUCTION

Flow 185 185 0 -

TSS 65100 21600 66.8 N/A

TP 60.2 36.3 39.7 N/A

TN 486 374 23.1 N/A

GP 2170 2170 0 N/A

Table 3: MUSIC Results – Allotment

POLLUTANT UNMITIGATED (KG/YR)

MITIGATED (KG/YR)

REDUCTION ACHIEVED (%)

TARGET REDUCTION

Flow 185 185 0 -

TSS 65100 21600 66.8 N/A

TP 60.2 36.3 39.7 N/A

TN 486 374 23.1 N/A

GP 2170 2170 0 N/A

2.5 Catchment Management Overlay Code

The site is located within the higher risk catchment area (water supply buffer area) under the Somerset Regional Council Planning Scheme. Advice has been received by SEQ Water (8 May 2019) with respect to the suitability of the development in relation the Catchment Management Overlay Code. Lennium Group Pty Ltd is currently preparing a response to the items raised in this request.

Stormwater Quantity Management

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3 Stormwater Quantity Management Somerset Regional Council requires ‘no-worsening’ of stormwater runoff rates discharging from the site. Hence, water quantity management must ensure that post-development peak runoff rates mimic pre-development peak runoff rates for all storm events from the 2 year ARI up to and including the 100 year ARI event.

Hydrologic modelling of the catchment has been carried out using WBNM software developed jointly by the University of Wollongong, Rienco Consulting and Balance R&D. The January 2012 version has been used for this investigation. A peak flow rational method calibration has also been carried out.

Modelling has been carried out for the 2, 5, 10, 20, 50 and 100 year ARI storm events. The following scenarios have been investigated.

1. Existing Scenario

2. Developed Scenario

3. Mitigated Scenario

3.1 Existing Scenario

The development site in its current state can be divided into three primary catchments. The boundaries of which share a natural ridge extending from the south eastern boundary in a north easterly direction to Mount Kilcoy Road. The western site catchment (Catchment C) drains towards Kilcoy Murgon Road, and is conveyed through a series of cross road culverts (each culvert is considered an outlet). The eastern site catchments (Catchments A & B) drain towards the eastern boundary of the site. Which both catchment outlets eventually discharge to Kilcoy Creek.

The existing scenario catchment areas and fraction impervious values for each sub-catchment are tabulated below in Table 4. Catchment plan for the development is provided in Figure 3.

Table 4: WBNM Catchment Parameters – Existing Scenario

CATCHMENT ID AREA (HA) EXISTING SCENARIO IMPERVIOUS (%)

A1 14.086 2

A2 6.134 0

A3 10.303 0

A4 9.919 0

B 5.846 0

C1 0.463 0

C2 0.836 0

C3 1.777 0

C4 3.292 0

C5 7.969 0

Rainfall loss rates adopted for this investigation are an initial and continuing loss of 5mm and 2.5mm for pervious, and 0mm and 0mm for impervious. WBNM modelling has been carried out for the range of standard design ARI events ranging from 1 year up to 100 years. Modelling has also been carried out for the full range of standard design event storm durations ranging from 15 minutes up to 2 hours. Peak flows tabulated in this report represent the peak values extracted from this range of storm events. Error! Reference source not found. represents the peak flows in the existing scenario.

Table 3-5 Existing Scenario WBNM Outlet Peak Flows


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WBNM ID 1YR ARI (M3/S)

2YR ARI (M3/S)

5YR ARI (M3/S)

10YR ARI (M3/S)

20YR ARI (M3/S)

50YR ARI (M3/S)

100YR ARI (M3/S)

Outlet A 3.17 4.37 6.01 7.06 8.51 10.22 11.80

Outlet B 0.58 0.79 1.09 1.28 1.54 1.81 2.09

C1 0.08 0.10 0.11 0.13 0.15 0.21 0.24

C2 0.12 0.16 0.18 0.21 0.25 0.35 0.40

C3 0.21 0.29 0.39 0.46 0.55 0.64 0.73

C4 0.33 0.45 0.62 0.73 0.88 1.03 1.18

C5 0.65 0.89 1.20 1.40 1.69 2.00 2.30

3.1.1 Rational Method Calibration

The peak flow rates for the existing scenario WBNM model have been compared to the Rational Method derived peak flows for Outlet A, Outlet B and Catchment C3. The results of this comparison are summarised in Table 6, Table 7 and Table 8. Further details of the time of concentration and Rational Method calculations can be found in Appendix B. The results of the Rational Method comparison demonstrate the peak flow rates from the WBNM model are reasonable when compared to a Rational Method calculation and is considered acceptable in assessing non-worsening of flows.

Table 6: Rational Verification – Outlet A

OUTLET A 1YR ARI (M3/S)

2YR ARI (M3/S)

5YR ARI (M3/S)

10YR ARI (M3/S)

20YR ARI (M3/S)

50YR ARI (M3/S)

100YR ARI (M3/S)

Rational 2.93 4.00 5.66 6.73 8.17 10.58 12.39

WBNM 3.17 4.37 6.01 7.06 8.51 10.22 11.80

% Difference -8.2 -9.1 -6.1 -4.9 -4.2 3.4 4.8

Table 7: Rational Verification – Outlet B


2YR ARI (M3/S)

5YR ARI (M3/S)

10YR ARI (M3/S)

20YR ARI (M3/S)

50YR ARI (M3/S)

100YR ARI (M3/S)

Rational 0.54 0.74 1.05 1.24 1.51 1.96 2.29

WBNM 0.58 0.79 1.09 1.28 1.54 1.81 2.09

% Difference -6.8 -6.4 -3.6 -2.5 -2.0 7.7 9.0

Table 8: Rational Verification – Outlet C3


2YR ARI (M3/S)

5YR ARI (M3/S)

10YR ARI (M3/S)

20YR ARI (M3/S)

50YR ARI (M3/S)

100YR ARI (M3/S)

Rational 0.17 0.23 0.33 0.39 0.47 0.61 0.72

WBNM 0.21 0.29 0.35 0.41 0.48 0.64 0.74

% Difference -23.0 -24.1 -7.9 -5.0 -2.2 -4.7 -2.7


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Figure 3: Catchment plan


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3.2 Developed Scenario

The proposed development has been incorporated into the WBNM model by adjusting the site sub-catchments fraction impervious values to reflect the proposed development.

The increase in impervious area has reflected the road reserve (40% impervious) and assumes 1,000m2 of impervious area per allotment. From this, the fraction impervious values of the proposed scenarios are provided in Table 9 below. A comparison of peak flows between existing and developed is provided in

Table 10.

Table 9: WBNM Sub-Catchment Fraction Impervious Values – Developed Scenario

CATCHMENT ID AREA (HA) EXISTING SCENARIO IMPERVIOUS (%)

DEVELOPED SCENARIO IMPERVIOUS (%)

A1 14.086 2 2.7

A2 6.134 0 1.0

A3 10.303 0 10.9

A4 9.919 0 8.1

B 5.846 0 20.4

C1 0.463 0 0.0

C2 0.836 0 0.0

C3 1.777 0 8.4

C4 3.292 0 14.1

C5 7.969 0 7.5

Table 10: Developed Scenario WBNM Outlet Peak Flows

WBNM CATCHMENT ARI STORM EXISTING PEAK FLOW (M3/S)

DEVELOPED PEAK FLOW (M3/S)

CHANGE IN PEAK FLOW (M3/S)

Catchment A

1 year 3.17 3.17 0.00

2 year 4.37 4.37 0.00

5 year 6.01 6.01 0.00

10 year 7.06 7.05 -0.01

20 year 8.51 8.50 -0.01

50 year 10.22 10.22 0.00

100 year 11.80 11.80 0.00

Catchment B

1 year 0.77 0.95 0.18

2 year 1.05 1.26 0.21

5 year 1.43 1.67 0.24


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10 year 1.66 1.92 0.26

20 year 1.98 2.27 0.29

50 year 2.29 2.59 0.30

100 year 2.62 2.94 0.32

Catchment C1

1 year 1.48 1.68 0.20

2 year 2.03 2.29 0.26

5 year 2.80 3.11 0.31

10 year 0.08 0.08 0.00

20 year 0.10 0.10 0.00

50 year 0.11 0.11 0.00

100 year 0.13 0.13 0.00

Catchment C2

1 year 0.15 0.15 0.00

2 year 0.21 0.21 0.00

5 year 0.24 0.24 0.00

10 year 0.12 0.12 0.00

20 year 0.16 0.16 0.00

50 year 0.18 0.18 0.00

100 year 0.21 0.21 0.00

Catchment C3

1 year 0.25 0.25 0.00

2 year 0.35 0.35 0.00

5 year 0.40 0.40 0.00

10 year 0.21 0.23 0.03

20 year 0.29 0.32 0.03

50 year 0.35 0.43 0.07

100 year 0.41 0.50 0.09

Catchment C4

1 year 0.48 0.59 0.11

2 year 0.64 0.68 0.04

5 year 0.74 0.78 0.05

10 year 0.33 0.36 0.03


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20 year 0.45 0.54 0.09

50 year 0.62 0.73 0.11

100 year 0.73 0.85 0.12

Catchment C5

1 year 0.65 0.69 0.04

2 year 0.89 0.95 0.07

5 year 1.18 1.31 0.13

10 year 1.38 1.54 0.16

20 year 1.64 1.85 0.21

50 year 1.95 2.17 0.23

100 year 2.21 2.51 0.30

It can be seen that the peak flows have been increased to the Outlet B, C3, C4 and C5 and further mitigation is required to achieve non-worsening.

Catchments C1 and C2 don’t have an increase in impervious so they remain unchanged. Outlet A also achieve non-worsening despite there being development within the catchment. This is in part due to the timing of the peaks, in that the impervious area of the development being located in the bottom half of the catchment being able to run off from the site prior to the main upstream peak reaching the outlet. It is not proposed to implement further mitigation within these three catchments.


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3.3 Stormwater Mitigation

When comparing the peak flows in the existing and developed scenario, increases in the peak discharge have occurred at both Outlet B and Catchments C3, C4 and C5. As a result, a detention system will be required to be implemented at both outlets in order to demonstrate non-worsening. All modelling parameters have remained consistent between the developed and mitigated scenarios, with the addition of a detention basin or storage area within these catchments.

Catchments C3, C4 and C5 contain large allotments which fall towards their own cross road culvert under Kilcoy-Murgon Road. As there is no drainage reserve adjacent to these culverts, it is proposed to install a storage area upstream of the culvert (and within private allotment) in order to achieve non-worsening). These areas would be self-draining and be covered by a drainage easement to maintain their function.

The storage area for Catchment B will be located within a deepened (1m) road side swale located alongside the entry, which is controlled by a multi-level pipe outlet.

The storage and outlet configuration included within the model for both basins are detailed in Table 11.

Table 11: Storage / Basin Details

DETAIL STORAGE STORAGE C3 STORAGE C4 STORAGE C5

Storage Volume (m3) 340 250 600 1500

Storage Height (RL) 1.0 1.18* 1.24* 1.43*

Pipe Outlet 1 1 x 525 RCP (RL0.0) 2 x 450 RCP 1 x 450 RCP 1750 x 550 RCBC

Pipe Outlet 2 2 x 375 RCP (RL0.4) - - -

Weir 10m at RL1.0 20m at RL1.18** 20m at RL1.24** 20m at RL1.43**

* storage height is height of road above existing culvert. ** overtopping of the existing road has been represented as a 20m wide weir.

A comparison of the peak flows between the existing, developed and mitigated scenarios are presented in Table 12. It can be seen from the results comparison that with the inclusion of mitigation measures that the non-worsening is achieved at each of the outlets across the site.

Table 12: Mitigated Scenario WBNM Outlet Peak Flows

WBNM CATCHMENT

ARI STORM EXISTING PEAK FLOW (M3/S)


MITIGATED PEAK FLOW (M3/S)


Catchment B

1 year 0.58 0.76 0.55 -0.02

2 year 0.79 1.02 0.78 -0.01

5 year 1.09 1.37 1.07 -0.02

10 year 1.28 1.58 1.26 -0.02

20 year 1.54 1.88 1.53 -0.01

50 year 1.81 2.17 1.74 -0.07

100 year 2.09 2.48 2.00 -0.09

Catchment C1 1 year 0.21 0.23 0.20 -0.01

2 year 0.29 0.32 0.26 -0.03


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WBNM CATCHMENT

ARI STORM EXISTING PEAK FLOW (M3/S)


MITIGATED PEAK FLOW (M3/S)


5 year 0.35 0.43 0.35 0.00

10 year 0.41 0.50 0.41 0.00

20 year 0.48 0.59 0.48 0.00

50 year 0.64 0.68 0.565 -0.08

100 year 0.74 0.78 0.645 -0.09

Catchment C2

1 year 0.33 0.36 0.26 -0.07

2 year 0.45 0.54 0.33 -0.12

5 year 0.62 0.73 0.40 -0.22

10 year 0.73 0.85 0.55 -0.18

20 year 0.88 1.01 0.79 -0.08

50 year 1.03 1.17 0.99 -0.04

100 year 1.18 1.34 1.18 0.00

Catchment C3

1 year 0.65 0.69 0.64 -0.02

2 year 0.89 0.95 0.87 -0.02

5 year 1.18 1.31 1.16 -0.02

10 year 1.38 1.54 1.35 -0.03

20 year 1.64 1.85 1.60 -0.04

50 year 1.95 2.17 1.90 -0.05

100 year 2.21 2.51 2.17 -0.04

WBNM outputs are provided in Appendix C.

Construction Phase Management

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4 Construction Phase Management

4.1 Erosion and Sediment Control

The management of the site during the construction phase is an important step in ensuring water quality standards are achieved. Implementation of best practice Erosion and Sediment Control techniques is imperative to managing the quality of runoff affected by construction works.

The following points provide general guidance on the management of stormwater during the construction phase. Detailed Erosion and Sediment Control Management Plans should be developed in conjunction with the Operational Works design prior to construction works commencing in accordance with the International Erosion Control Association (IECA) - “Best Practice Erosion and Sediment Control (BPESC) document” and overseen by a Certified Professional in Erosion and Sediment Control (CPESC) or Registered Professional Engineer Queensland (RPEQ).

1. Establish a single stabilised entry/exit point for the site works;

2. Construct a shake-down grid at the entrance to facilitate the removal of sediment from trucks leaving the site. The access road extending from the end of existing road or kerb to the grid should comprise a 150-200mm deep pad of 40mm crushed rock;

3. Install sediment fences along the lower boundaries of the site;

4. Construct one or more strategically placed sediment basins in the proposed drainage reserve and construct contour drains / bunds to direct disturbed runoff to the sediment basins;

5. Install bins and/or wind-proof litter areas on-site to minimise the dispersion of gross pollutants;

6. Maintain on site sufficient materials necessary for the emergency repair of all erosion control devices. This includes silt fences, clean crushed rock for reapplication to the entrance road and for replacement of rock within temporary drainage channels, and flocculants for settling sediment basins;

7. Following each days construction works, ensure that any material on road surfaces is swept from the road, and not permitted to be washed down the gutters and piped drainage systems.

8. Quality of pooled water within sediment basins are to be monitored prior to dewatering, sufficient time should be given to allow sediment to settle (possible with the assistance of a suitable flocculent if necessary) &/or filtering during pumping operations.

It shall be the responsibility of the developer, through their principal contractor, to ensure that temporary sediment and erosion controls are installed and maintained correctly. A specific ESC will be developed as part of the Operational Works.

Establishment and Operational Phase Management

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5 Establishment and Operational Phase Management

5.1 Establishment

Experience shows that the critical periods in the life of WSUD vegetated stormwater systems are the construction and establishment phases. The timing and approach to these systems must be carefully considered to ensure successful establishment and long-term performance. Swale systems are now common stormwater treatment devices for new urban developments in Queensland. Successful construction and allowing adequate time for the systems to establish is critical to their long-term performance and function. Applying due care in the design and construction phase will ensure the function of the system whilst also keeping on-going maintenance to a minimum. It is highly recommended that the constructed activities be completed in accordance with the Construction and Establishment Guidelines: Swales, Bioretention Systems and Wetlands (Apr 2010).

5.2 Operational

It is not proposed for water quality monitoring of the swale system to be undertaken during the operational phase of its life. The “Maintaining Vegetated Asset” guideline highlights that water quality monitoring is not recommended to determine the performance of every vegetated stormwater asset, as it is a specialized field that is complex and costly. In line with this guideline the on-going monitoring of water quality from this device is not considered necessary considering the small size of the development.

The swale systems will be maintained by Council, who as the asset custodian, will be responsible for the on-going maintenance of the water quality device. Maintenance for the swale systems may involve the following:

1. Scheduled inspections;

2. Removal of noxious plants or weeds;

3. Maintaining the desired vegetation;

4. Repairing erosion;

5. Unblocking inlets and outlets;

6. Removing litter and debris;

Operations and maintenance should be conducted in accordance with the Maintaining Vegetated Stormwater Assets (Feb 2012) guideline.

Conclusions

19



6 Conclusions Table 2 and Table 3 presents the load-based outputs from the swales treating the roads and buffer treating the allotments. Given the rural nature of the development, it is considered this approach achieve best management practice with respect to implementation of water sensitive urban design and managing stormwater quality for the development (noting the “Services, Works and Infrastructure Code” doesn’t require set load targets to be achieved).

It has been demonstrated that on-site detention is not required in order to achieve Council’s non-worsening criteria.

Table 11 provides a comparison of the existing and developed flows from TUFLOW model at the downstream

boundary of the site and it has demonstrated that flows downstream of the site have not increased in Catchments A,

C1 and C2. Additional mitigation is required in Catchments B, C3, C4 and C5 with recommended measures detailed in

Table 11. Non-worsening is then demonstrated within these catchments with results summarised in Table 12.

This plan demonstrates that effective treatment of stormwater at the proposed development can be achieved

through the integration of Water Sensitive Urban Design (WSUD) principles and detention measures. Through the

incorporation of a grass swale, buffers and detention / storage systems, the plan successfully demonstrates:

Suitable Stormwater Quality Improvement Devices (SQID’s) based on Water Sensitive Urban Design (WSUD) principles;

Compliance with non-worsening of stormwater flows downstream of the site.

References

20



7 References

1. WaterbyDesign (2012), “Maintaining Vegetated Assets”.

2. WaterbyDesign (2012), “Bioretention Technical Design Guidelines”.

3. WaterbyDesign (2010), “MUSIC Modelling Guidelines”.

4. Healthy Waterways (June 2006), “Water Sensitive Urban Design Technical Design Guidelines for South East Queensland”.

5. Queensland Government – Natural Resources and Water (2007), “Queensland Urban Drainage Manual – Volume 1 2nd Edition”.

6. Queensland Government (2017), “State Planning Polity 4/10 - Healthy Waterways”.

7. Queensland Government – Department of Environment, Resources and Mines (2010), “Urban Stormwater Quality Planning Guidelines”.

8. Somerset Regional Council (2016), “Planning Scheme”.

Appendix A Site Layout



Site Layout

2/SP162871

28/RP887549

358/SP218045

357/CG1969

Mount Kilcoy Road

Kilc

oy M

urgo

n R

oad

Kilcoy Murgon Road

5/SP129290

20.0

m W

ide

New

Roa

d

20.0m Wide New Road

20.0m Wide New Road

5201m²1

5250m²2

5250m²3

7055m²4

11196m²5

16086m²6

14618m²7

15467m²8

16445m²9

11535m²10

11450m²11

22888m²12

25128m²13 19899m²

14 12189m²15

11293m²16

9000m²17

8992m²18

6636m²19

6600m²20

9666m²21

8253m²22 7891m²

23 7891m²24

18191m²25

14324m²26

14862m²27

19412m²28

17935m²29

16140m²30

0200m

50 mm 150 mm SCALE BAR100 mm400m 600m

IMPORTANT NOTES:(These notes are an integral part of this plan)This plan was prepared for Preliminary evaluation of the landsituated at Winya. This plan is intended for discussion purposesonly and should not be used for any other purposes. Noinvestigations have been undertaken by Veris Australia Pty Ltdover this area of land other than to sight the registered plan andtopographical map. The Contours, boundaries, creek line, floodlines, building locations have all been scaled and should not haveany reliance based on them as they are only intended as ageneral guide. Any comments contained on this plan should beconfirmed by the relevant authorities. The dimensions, areasand total number of lots shown hereon are subject to field surveyand also to the requirements of Council and any other authoritywhich may have requirements under any relevant legislation. Inparticular, no relevance should be placed on the information onthis plan for any financial dealings involving the land.

Copyright © Veris Australia Pty Ltd. August 2018

Drawing No Issue

H

Proposal Plan

1/SP162871

For

Mount Kilcoy Road,WINYA

Tonlen Pty Ltd

25162-CO01

03 Apr, 2019

25162-CO01-H.dwg

Locality:Local Authority:Horizontal Meridian:Scale:Drawn:Checked:Plot Date:Computer File Ref:

WinyaSomerset Regional Council

DCDB1: 4,000@A3SISI/GC

veris.com.au

ACN 615 735 727Veris Australia Pty Ltd

BRISBANE(07) 3666 4700

MACKAY(07) 4951 2911

WHITSUNDAYS(07) 4945 1722

CAIRNS(07) 4051 6722

Issue Revisions DrawnDate

THESE DESIGNS AND DRAWINGS ARE COPYRIGHTAND ARE NOT TO BE USED OR REPRODUCED

WITHOUT THE WRITTEN PERMISSION OF VERIS

21.08.2018A KSOriginal

Data SourcesCadastral BoundariesContours / Topographic

DCDB/CO01-GGeoscience Australia

Site Boundary (DCDB)

LEGEND

Contours

Total Site Area

DEVELOPMENT SUMMARY

40.51ha

Total no. of existing lots 1

Total no. of proposed lots 30

20.09.2018B KSAmend Layout20.09.2018C KSAdd 1.0m Contours30.11.2018D KSAmend Layout

Lot Size Range

YIELD SUMMARY

No. of Lots

5,000m² - 10,000m²

10,000m² - 15,000m²

15,000m² - 20,000m²

20,000m² - 25,000m²

25,000m² +

Total Number of Lots

14.03.2019E SIAmend Layout

28.03.2019G SIAmend Layout

12

8

8

1

1

3003.04.2019H SIMinor amended

AutoCAD SHX Text

115

AutoCAD SHX Text

120

AutoCAD SHX Text

120

AutoCAD SHX Text

125

AutoCAD SHX Text

135

AutoCAD SHX Text

130

AutoCAD SHX Text

140

AutoCAD SHX Text

120

AutoCAD SHX Text

115

AutoCAD SHX Text

110

AutoCAD SHX Text

115

AutoCAD SHX Text

125

Appendix B Rational Method



Rational Method

RATIONAL METHOD SUMMARY & RAINFALL DATA

Project Mount Kilcoy Road

Project # 30032380

Rainfall IFD Input Data (Australian Rainfall and Runoff)

2I1

2I12

2I72

50I1

50I12

50I72 F2 F50 G

43.27 7.77 2.38 79.49 15.91 4.89 4.38 17.3 0.25

Rainfall Intensity (mm/hr)

DURATION AVERAGE RECURRENCE INTERVAL (years)

(hours) (minutes) 1 yr 2 yr 5 yr 10 yr 20 yr 50 yr 100 yr

0.083 5 106 137 173 195 226 267 299

0.1 6 100 128 162 183 212 250 281

0.167 10 82 105 133 150 173 205 230

0.25 15 68 88 111 126 145 172 193

0.333 20 60 77 97 109 127 150 168

0.417 25 53 69 87 98 113 134 150

0.5 30 48.5 62 79 89 103 122 137

0.75 45 38.9 50 63 72 83 98 110

1 60 33.1 42.6 54 61 70 83 93

1.5 90 25.1 32.4 41.3 46.9 54 65 73

2 120 20.6 26.6 34.1 38.8 45.1 54 61

3 180 15.5 20.1 25.9 29.6 34.5 41.3 46.7

4.5 270 11.6 15.1 19.7 22.5 26.4 31.7 35.9

6 360 9.48 12.4 16.2 18.6 21.8 26.3 29.9

9 540 7.13 9.33 12.3 14.2 16.7 20.2 23.0

12 720 5.83 7.64 10.1 11.7 13.8 16.8 19.2

18 1080 4.53 5.94 7.87 9.11 10.8 13.1 14.9

24 1440 3.78 4.96 6.57 7.61 9.00 10.9 12.5

30 1800 3.28 4.30 5.70 6.60 7.80 9.46 10.8

36 2160 2.91 3.81 5.06 5.86 6.92 8.40 9.59

48 2880 2.40 3.14 4.17 4.83 5.70 6.92 7.90

72 4320 1.78 2.34 3.10 3.60 4.25 5.16 5.89

Catchment Data

Details: Outlet A

Variable Value Units

Area: 40.44 ha

C10 0.70 fraction

Rational Method Summary

Adopted Time of Concentration (tc) 32.4 Minutes (or 0.54 hours)

AVERAGE RECURRENCE INTERVAL (years)Variable 1 yr 2 yr 5 yr 10 yr 20 yr 50 yr 100 yr

Freq Factor 0.80 0.85 0.95 1.00 1.05 1.15 1.20

Intensity (mm/hr) 46.49 59.85 75.74 85.50 98.84 116.94 131.20

Discharge (m3/s) 2.9 4.004 5.7 6.729 8.2 10.6 12.390

I:\Projects\30032380 - Mt Kilcoy Road\01_Stormwater\Hydrology\Tc\Rational_Method_Outlet A 22/07/2019



Project # 30032380


2I1

2I12

2I72

50I1

50I12

50I72 F2 F50 G

43.27 7.77 2.38 79.49 15.91 4.89 4.38 17.3 0.25




0.083 5 106 137 173 195 226 267 299

0.1 6 100 128 162 183 212 250 281

0.167 10 82 105 133 150 173 205 230

0.25 15 68 88 111 126 145 172 193

0.333 20 60 77 97 109 127 150 168

0.417 25 53 69 87 98 113 134 150

0.5 30 48.5 62 79 89 103 122 137

0.75 45 38.9 50 63 72 83 98 110

1 60 33.1 42.6 54 61 70 83 93

1.5 90 25.1 32.4 41.3 46.9 54 65 73

2 120 20.6 26.6 34.1 38.8 45.1 54 61

3 180 15.5 20.1 25.9 29.6 34.5 41.3 46.7

4.5 270 11.6 15.1 19.7 22.5 26.4 31.7 35.9

6 360 9.48 12.4 16.2 18.6 21.8 26.3 29.9

9 540 7.13 9.33 12.3 14.2 16.7 20.2 23.0

12 720 5.83 7.64 10.1 11.7 13.8 16.8 19.2

18 1080 4.53 5.94 7.87 9.11 10.8 13.1 14.9

24 1440 3.78 4.96 6.57 7.61 9.00 10.9 12.5

30 1800 3.28 4.30 5.70 6.60 7.80 9.46 10.8

36 2160 2.91 3.81 5.06 5.86 6.92 8.40 9.59

48 2880 2.40 3.14 4.17 4.83 5.70 6.92 7.90

72 4320 1.78 2.34 3.10 3.60 4.25 5.16 5.89

Catchment Data

Details: Outlet B


Area: 5.84 ha

C10 0.70 fraction




Freq Factor 0.80 0.85 0.95 1.00 1.05 1.15 1.20

Intensity (mm/hr) 59.54 76.64 96.99 109.50 126.58 149.75 168.02

Discharge (m3/s) 0.5 0.740 1.0 1.244 1.5 2.0 2.291

I:\Projects\30032380 - Mt Kilcoy Road\01_Stormwater\Hydrology\Tc\Rational_Method_B 22/07/2019



Project # 30032380


2I1

2I12

2I72

50I1

50I12

50I72 F2 F50 G

43.27 7.77 2.38 79.49 15.91 4.89 4.38 17.3 0.25




0.083 5 106 137 173 195 226 267 299

0.1 6 100 128 162 183 212 250 281

0.167 10 82 105 133 150 173 205 230

0.25 15 68 88 111 126 145 172 193

0.333 20 60 77 97 109 127 150 168

0.417 25 53 69 87 98 113 134 150

0.5 30 48.5 62 79 89 103 122 137

0.75 45 38.9 50 63 72 83 98 110

1 60 33.1 42.6 54 61 70 83 93

1.5 90 25.1 32.4 41.3 46.9 54 65 73

2 120 20.6 26.6 34.1 38.8 45.1 54 61

3 180 15.5 20.1 25.9 29.6 34.5 41.3 46.7

4.5 270 11.6 15.1 19.7 22.5 26.4 31.7 35.9

6 360 9.48 12.4 16.2 18.6 21.8 26.3 29.9

9 540 7.13 9.33 12.3 14.2 16.7 20.2 23.0

12 720 5.83 7.64 10.1 11.7 13.8 16.8 19.2

18 1080 4.53 5.94 7.87 9.11 10.8 13.1 14.9

24 1440 3.78 4.96 6.57 7.61 9.00 10.9 12.5

30 1800 3.28 4.30 5.70 6.60 7.80 9.46 10.8

36 2160 2.91 3.81 5.06 5.86 6.92 8.40 9.59

48 2880 2.40 3.14 4.17 4.83 5.70 6.92 7.90

72 4320 1.78 2.34 3.10 3.60 4.25 5.16 5.89

Catchment Data

Details: SUB C1


Area: 1.78 ha

C10 0.70 fraction




Freq Factor 0.80 0.85 0.95 1.00 1.05 1.15 1.20

Intensity (mm/hr) 61.01 78.53 99.38 112.19 129.70 153.44 172.16

Discharge (m3/s) 0.2 0.231 0.3 0.389 0.5 0.6 0.716

I:\Projects\30032380 - Mt Kilcoy Road\01_Stormwater\Hydrology\Tc\Rational_Method_C1 22/07/2019

Appendix C WBNM Outputs



WBNM Outputs

iWBNM Lite

iWBNM Lite

1 Project Details

Project ID

Project Description Mt Kilcoy Road

Project Location EXISTING - SUBA

2 General Parameters 3 Rain Gauge Data

Lag Parameter (C) 1.1 Choose Rain Gauge from Database Add to Database: Name Kilcoy Zone 3

Stream Lag Factor 1 2yr 50yr

Calculation Timestep 1 mins 1 hr 43.27 79.49 4.38 F2 Ave Rain 1300

Initial Loss 5 mm Kilcoy 12 hr 7.77 15.91 17.3 F50 %Rough 50

Continuing Loss Rate 2.5 mm/hr 72 hr 2.38 4.89 0.25 G MAF (0.0-1.0) 0.86

4 Topology 5 Structure Data

Subarea Name Connects to Area Impervious Subarea IWL Storage_Fac Type Elevation Storage

SINK ha % m m3

1 A1 A2 14.09 2 Weir 1 2 Pipe/Box 1 2 3

2 A2 A3 6.13 0 Diverts to Sub Diverts to Sub

3 A3 A4 10.30 0 Crest Elev [m] Invert [m]

4 A4 SINK 9.92 0 Length [m] No. Barrels

5 Weir Coeff Ent. Type

6 Disch-Factor Dia/(Width)[mm]

7 Directed to (Height)[mm]

8 Delay [mins] Disch-Factor

9 Directed to

10 Delay [mins]

Total 0.7

6 Storm Data 7 Save & Run

Storm ARI Duration [mins]

1 1 60 Shortcut: Shift + Ctrl + L

2 2 60

3 5 60 Most Recent File: I:\Projects\30032380 - Mt Kilcoy Road\01_Stormwater\Hydrology\E01\E01_SUBA.wbn

4 10 60 Location of WBNMRun.exe: G:\Water Resources\Programs\WBNM\2012_executables\WBNMrun.exe

5 20 60

6 50 60

7 100 60

8 PMF 20

8 Results

RESULTS FOR: I:\Projects\30032380 - Mt Kilcoy Road\01_Stormwater\Hydrology\E01\E01_SUBA_Meta.out

Storm 1 2 3 4 6 7 8

1 Yr 60 Min 2 Yr 60 Min 5 Yr 60 Min 10 Yr 60 Min 50 Yr 60 Min 100 Yr 60 Min PMF Yr 20 Min

Peak Flowrates at Subarea Outlet [Q m3/s]

A1 1.49 2.06 2.83 3.32 4.66 5.37 25.59

A2 1.99 2.70 3.66 4.27 6.03 6.94 35.08

A3 2.62 3.61 4.95 5.81 8.35 9.61 46.77

A4 3.17 4.37 6.01 7.06 10.22 11.80 56.99

Inflow Peak m3/s

Outflow Peak m3/s

Inflow Volume m3

Max Vol Stored m3

Max Water Elev m

1

5

3.99

5.11

7.00

20 Yr 60 Min

8.51

Save & Run

Kilcoy

Add

-10

0

10

20

30

40

50

60

0 10 20 30 40 50

Flo

wra

te [

m3/s

]

Time [mins]

Hydrographs

A4(1 Yr 20Min)

A4(2 Yr 20Min)

A4(5 Yr 20Min)

A4(10 Yr20 Min)

A4(20 Yr20 Min)

A4(50 Yr20 Min)

A4(100 Yr20 Min)

A4(PMF Yr20 Min)

()

()

()

()

()

()

()

iWBNM Lite

iWBNM Lite

1 Project Details

Project ID


Project Location EXISTING - SUB B


Lag Parameter (C) 2 Choose Rain Gauge from Database Add to Database: Name Kilcoy Zone 3







SINK ha % m m3

1 B1 OutB 2.65 0.0 Weir 1 2 Pipe/Box 1 2 3

2 B2 OutB 3.19 0.0 Diverts to Sub Diverts to Sub

3 OutB SINK 0.00 0.0 Crest Elev [m] Invert [m]

4 Length [m] No. Barrels





9 Directed to

10 Delay [mins]

Total 0.0




2 2 60

3 5 60 Most Recent File: I:\Projects\30032380 - Mt Kilcoy Road\01_Stormwater\Hydrology\E01\E01_SUBB.wbn


5 20 60

6 50 60

7 100 60

8 PMF 15

8 Results

RESULTS FOR: I:\Projects\30032380 - Mt Kilcoy Road\01_Stormwater\Hydrology\E01\E01_SUBB_Meta.out

Storm 1 2 3 4 6 7 8



B1 0.27 0.37 0.51 0.60 0.84 0.97 4.70

B2 0.31 0.42 0.58 0.68 0.97 1.12 5.41

OutB 0.58 0.79 1.09 1.28 1.81 2.09 10.11

Inflow Peak m3/s

Outflow Peak m3/s

Inflow Volume m3

Max Vol Stored m3

Max Water Elev m

1

5

0.72

0.82

1.54

20 Yr 60 Min

Save & Run

Kilcoy

Add

-2

0

2

4

6

8

10

12

0 10 20 30 40 50

Flo

wra

te [

m3/s

]

Time [mins]

Hydrographs

OutB(1 Yr15 Min)

OutB(2 Yr15 Min)

OutB(5 Yr15 Min)

OutB(10 Yr15 Min)

OutB(20 Yr15 Min)

OutB(50 Yr15 Min)

OutB(100Yr 15 Min)

OutB(PMFYr 15 Min)

()

()

()

()

()

()

()

iWBNM Lite

iWBNM Lite

1 Project Details

Project ID


Project Location EXISTING - C3









SINK ha % C3 0 1 OUTLET m m3

1 C3 SINK 1.78 0.0 Weir 1 2 Pipe/Box 1 2 3 0 0

2 Diverts to Sub SINK Diverts to Sub SINK 1.18 5

3 Crest Elev [m] 1.43 Invert [m] 0 2 100

4 Length [m] 20 No. Barrels 2

5 Weir Coeff 1.6 Ent. Type 1

6 Disch-Factor 1 Dia/(Width)[mm] 450

7 Directed to TOP (Height)[mm]

8 Delay [mins] 0 Disch-Factor 1

9 Directed to TOP

10 Delay [mins] 0

Total 0.0




2 2 60

3 5 60 Most Recent File: I:\Projects\30032380 - Mt Kilcoy Road\01_Stormwater\Hydrology\E01\E01_SUBC3.wbn


5 20 60

6 50 60

7 100 60

8 PMF 20

8 Results

RESULTS FOR: I:\Projects\30032380 - Mt Kilcoy Road\01_Stormwater\Hydrology\E01\E01_SUBC3_Meta.out

Storm 1 2 3 4 6 7 8



C3 0.21 0.29 0.39 0.46 0.64 0.73 3.45

Inflow Peak 0.208 0.287 0.393 0.459 0.640 0.735 3.444 m3/s

Outflow Peak 0.208 0.286 0.389 0.455 0.635 0.730 3.448 m3/s

Inflow Volume 426 571 761 879 1255 1428 4230 m3

Max Vol Stored 1 2 2 3 4 4 46 m3

Max Water Elev 0.293 0.403 0.548 0.641 0.895 1.028 1.532 m

1

5

0.55

20 Yr 60 Min

0.551

0.546

1040

3

0.769

Save & Run

Kilcoy

Add

-0.5

0

0.5

1

1.5

2

2.5

3

3.5

4

0 10 20 30 40 50

Flo

wra

te [

m3/s

]

Time [mins]

Hydrographs

C3(1 Yr 20Min)

C3(2 Yr 20Min)

C3(5 Yr 20Min)

C3(10 Yr20 Min)

C3(20 Yr20 Min)

C3(50 Yr20 Min)

C3(100 Yr20 Min)

C3(PMF Yr20 Min)

()

()

()

()

()

()

()

iWBNM Lite

iWBNM Lite

1 Project Details

Project ID


Project Location EXISTING - SUB C3


















9 Directed to TOP

10 Delay [mins] 0

Total 0.0




2 2 60



5 20 60

6 50 60

7 100 60

8 PMF 20

8 Results


Storm 1 2 3 4 6 7 8



C4 0.33 0.45 0.62 0.73 1.03 1.18 5.85

Inflow Peak 0.328 0.448 0.618 0.726 1.027 1.186 5.867 m3/s

Outflow Peak 0.328 0.451 0.620 0.727 1.026 1.182 5.853 m3/s

Inflow Volume 758 1021 1367 1582 2269 2585 7771 m3

Max Vol Stored 4 5 7 8 10 12 53 m3

Max Water Elev 0.942 1.241 1.253 1.261 1.282 1.293 1.623 m

1

0.876

0.875

1876

9

1.271

5

0.88

20 Yr 60 Min

Save & Run

Kilcoy

Add

-1

0

1

2

3

4

5

6

7

0 10 20 30 40 50

Flo

wra

te [

m3/s

]

Time [mins]

Hydrographs

C4(1 Yr 20Min)

C4(2 Yr 20Min)

C4(5 Yr 20Min)

C4(10 Yr20 Min)

C4(20 Yr20 Min)

C4(50 Yr20 Min)

C4(100 Yr20 Min)

C4(PMF Yr20 Min)

()

()

()

()

()

()

()

iWBNM Lite

iWBNM Lite

1 Project Details

Project ID


Project Location EXISTING - SUB C5













4 Length [m] 10 No. Barrels 1 1.43 1491

5 Weir Coeff 1.6 Ent. Type 1 2 4530


7 Directed to TOP (Height)[mm] 550


9 Directed to TOP

10 Delay [mins] 0

Total 0.0




2 2 60



5 20 60

6 50 60

7 100 60

8 PMF 60

8 Results


Storm 1 2 3 4 6 7 8



C5 0.65 0.89 1.18 1.38 1.95 2.21 11.78

Inflow Peak 0.652 0.888 1.201 1.402 1.998 2.302 11.973 m3/s

Outflow Peak 0.651 0.887 1.184 1.376 1.947 2.212 11.781 m3/s

Inflow Volume 1701 2308 3108 3611 5217 5962 35695 m3

Max Vol Stored 3 4 37 83 222 295 3505 m3

Max Water Elev 0.309 0.421 0.556 0.64 0.888 1.004 1.808 m

1

1.687

1.644

4300

148

0.756

5

1.64

20 Yr 60 Min

Save & Run

Kilcoy

Add

-2

0

2

4

6

8

10

12

14

0 10 20 30 40 50

Flo

wra

te [

m3/s

]

Time [mins]

Hydrographs

C5(1 Yr 60Min)

C5(2 Yr 60Min)

C5(5 Yr 60Min)

C5(10 Yr60 Min)

C5(20 Yr60 Min)

C5(50 Yr60 Min)

C5(100 Yr60 Min)

C5(PMF Yr60 Min)

()

()

()

()

()

()

()

iWBNM Lite

iWBNM Lite

1 Project Details

Project ID


Project Location DEVELOPED - SUB A









SINK ha % m m3

1 A1 A2 14.09 2.7 Weir 1 2 Pipe/Box 1 2 3

2 A2 A3 6.13 1.0 Diverts to Sub Diverts to Sub

3 A3 A4 10.30 10.9 Crest Elev [m] Invert [m]

4 A4 SINK 9.92 8.1 Length [m] No. Barrels





9 Directed to

10 Delay [mins]

Total 5.8




2 2 60

3 5 60 Most Recent File: I:\Projects\30032380 - Mt Kilcoy Road\01_Stormwater\Hydrology\D01\D01_SUBA.wbn


5 20 60

6 50 60

7 100 60

8 PMF 45

8 Results

RESULTS FOR: I:\Projects\30032380 - Mt Kilcoy Road\01_Stormwater\Hydrology\D01\D01_SUBA_Meta.out

Storm 1 2 3 4 6 7 8



A1 1.51 2.09 2.86 3.35 4.70 5.41 23.74

A2 1.99 2.71 3.66 4.28 6.05 6.96 33.40

A3 2.61 3.59 4.95 5.82 8.35 9.60 48.87

A4 3.17 4.37 6.01 7.05 10.22 11.80 63.07

Inflow Peak m3/s

Outflow Peak m3/s

Inflow Volume m3

Max Vol Stored m3

Max Water Elev m

1

5

4.03

5.13

7.00

20 Yr 60 Min

8.50

Save & Run

Kilcoy

Add

0

10

20

30

40

50

60

70

0 10 20 30 40 50

Flo

wra

te [

m3/s

]

Time [mins]

Hydrographs

A4(1 Yr 45Min)

A4(2 Yr 45Min)

A4(5 Yr 45Min)

A4(10 Yr45 Min)

A4(20 Yr45 Min)

A4(50 Yr45 Min)

A4(100 Yr45 Min)

A4(PMF Yr45 Min)

()

()

()

()

()

()

()

iWBNM Lite

iWBNM Lite

1 Project Details

Project ID


Project Location DEVELOPED - SUB B









SINK ha % m m3

1 B1 OutB 2.65 20.4 Weir 1 2 Pipe/Box 1 2 3

2 B2 OutB 3.19 20.4 Diverts to Sub Diverts to Sub

3 OutB SINK 0.00 0.0 Crest Elev [m] Invert [m]

4 Length [m] No. Barrels





9 Directed to

10 Delay [mins]

Total 20.4




2 2 60

3 5 60 Most Recent File: I:\Projects\30032380 - Mt Kilcoy Road\01_Stormwater\Hydrology\D01\D01_SUBB.wbn


5 20 60

6 50 60

7 100 60

8 PMF 15

8 Results

RESULTS FOR: I:\Projects\30032380 - Mt Kilcoy Road\01_Stormwater\Hydrology\D01\D01_SUBB_Meta.out

Storm 1 2 3 4 6 7 8



B1 0.35 0.47 0.63 0.73 1.00 1.15 5.39

B2 0.41 0.55 0.73 0.85 1.17 1.33 6.27

OutB 0.76 1.02 1.37 1.58 2.17 2.48 11.66

Inflow Peak m3/s

Outflow Peak m3/s

Inflow Volume m3

Max Vol Stored m3

Max Water Elev m

1

5

0.87

1.01

1.88

20 Yr 60 Min

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Kilcoy

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Hydrographs

OutB(1 Yr15 Min)

OutB(2 Yr15 Min)

OutB(5 Yr15 Min)

OutB(10 Yr15 Min)

OutB(20 Yr15 Min)

OutB(50 Yr15 Min)

OutB(100Yr 15 Min)

OutB(PMFYr 15 Min)

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iWBNM Lite

iWBNM Lite

1 Project Details

Project ID


Project Location DEVELOPED SUB C 1-5









SINK ha % m m3

1 C1 SINK 0.46 0 Weir 1 2 Pipe/Box 1 2 3

2 C2 SINK 0.84 0 Diverts to Sub Diverts to Sub

3 C3 SINK 1.78 8.4 Crest Elev [m] Invert [m]

4 C4 SINK 3.29 14.1 Length [m] No. Barrels

5 C5 SINK 7.97 7.5 Weir Coeff Ent. Type




9 Directed to

10 Delay [mins]

Total 8.5




2 2 60

3 5 60 Most Recent File: I:\Projects\30032380 - Mt Kilcoy Road\01_Stormwater\Hydrology\D01\D01_SUBC.wbn


5 20 60

6 50 60

7 100 60

8 PMF 20

8 Results

RESULTS FOR: I:\Projects\30032380 - Mt Kilcoy Road\01_Stormwater\Hydrology\D01\D01_SUBC_Meta.out

Storm 1 2 3 4 6 7 8



C1 0.06 0.10 0.14 0.16 0.21 0.24 1.05

C2 0.11 0.16 0.22 0.25 0.35 0.40 1.75

C3 0.21 0.32 0.43 0.50 0.68 0.78 3.49

C4 0.36 0.54 0.73 0.85 1.17 1.34 6.14

C5 0.70 0.95 1.31 1.54 2.17 2.51 12.52

Inflow Peak m3/s

Outflow Peak m3/s

Inflow Volume m3

Max Vol Stored m3

Max Water Elev m

1

1.85

5

0.19

0.30

0.59

20 Yr 60 Min

1.01

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Kilcoy

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C5(1 Yr 20Min)

C5(2 Yr 20Min)

C5(5 Yr 20Min)

C5(10 Yr20 Min)

C5(20 Yr20 Min)

C5(50 Yr20 Min)

C5(100 Yr20 Min)

C5(PMF Yr20 Min)

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iWBNM Lite

iWBNM Lite

1 Project Details

Project ID


Project Location MITIGATED SUB B









SINK ha % B1 0 1 OUTLET m m3

1 B1 OutB 2.65 20.4 Weir 1 2 Pipe/Box 1 2 3 0 0

2 B2 OutB 3.19 20.4 Diverts to Sub OutB Diverts to Sub OutB OutB 0.2 45

3 OutB SINK 0.00 0.0 Crest Elev [m] 1 Invert [m] 0 0.4 0.4 100

4 Length [m] 5 No. Barrels 1 2 0.6 167

5 Weir Coeff 1.6 Ent. Type 1 1 0.8 246

6 Disch-Factor 1 Dia/(Width)[mm] 525 375 1 340

7 Directed to TOP (Height)[mm] 1.2 448

8 Delay [mins] 0 Disch-Factor 1 1 1.4 571

9 Directed to TOP TOP 1.6 712

10 Delay [mins] 0 0

Total 20.4




2 2 25

3 5 25 Most Recent File: I:\Projects\30032380 - Mt Kilcoy Road\01_Stormwater\Hydrology\M01\M01_SubB.wbn


5 20 25

6 50 25

7 100 25

8 PMF 15

8 Results

RESULTS FOR: I:\Projects\30032380 - Mt Kilcoy Road\01_Stormwater\Hydrology\M01\M01_SubB_Meta.out

Storm 1 2 3 4 6 7 8



B1 0.23 0.33 0.46 0.54 0.73 0.83 5.11

B2 0.41 0.56 0.76 0.88 1.17 1.34 6.27

OutB 0.55 0.79 1.11 1.30 1.78 2.04 11.25

Inflow Peak 0.352 0.484 0.654 0.760 1.009 1.158 5.386 m3/s

Outflow Peak 0.226 0.327 0.456 0.535 0.732 0.830 5.109 m3/s

Inflow Volume 387 530 710 822 1182 1349 5315 m3

Max Vol Stored 117 149 188 212 281 323 721 m3

Max Water Elev 0.451 0.545 0.653 0.714 0.875 0.964 1.612 m

1

5

0.65

1.05

1.58

20 Yr 25 Min

0.909

0.648

977

246

0.799

Save & Run

Kilcoy

Add

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2

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6

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10

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wra

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m3/s

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Time [mins]

Hydrographs

OutB(1 Yr15 Min)

OutB(2 Yr15 Min)

OutB(5 Yr15 Min)

OutB(10 Yr15 Min)

OutB(20 Yr15 Min)

OutB(50 Yr15 Min)

OutB(100Yr 15 Min)

OutB(PMFYr 15 Min)

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iWBNM Lite

iWBNM Lite

1 Project Details

Project ID


Project Location MITIGATED - C3


















9 Directed to TOP

10 Delay [mins] 0

Total 8.4




2 2 60

3 5 60 Most Recent File: I:\Projects\30032380 - Mt Kilcoy Road\01_Stormwater\Hydrology\M01\M01_SubC3.wbn


5 20 60

6 50 60

7 100 60

8 PMF 20

8 Results

RESULTS FOR: I:\Projects\30032380 - Mt Kilcoy Road\01_Stormwater\Hydrology\M01\M01_SubC3_Meta.out

Storm 1 2 3 4 6 7 8



C3 0.21 0.29 0.39 0.45 0.63 0.72 3.50

Inflow Peak 0.233 0.316 0.427 0.496 0.683 0.782 3.499 m3/s

Outflow Peak 0.213 0.289 0.390 0.454 0.628 0.719 3.498 m3/s

Inflow Volume 443 589 781 900 1279 1453 4246 m3

Max Vol Stored 25 35 47 54 75 86 143 m3

Max Water Elev 0.3 0.407 0.549 0.639 0.885 1.012 1.534 m

1

5

0.54

20 Yr 60 Min

0.592

0.541

1062

65

0.762

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Kilcoy

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-0.5

0

0.5

1

1.5

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2.5

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3.5

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m3/s

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C3(1 Yr 20Min)

C3(2 Yr 20Min)

C3(5 Yr 20Min)

C3(10 Yr20 Min)

C3(20 Yr20 Min)

C3(50 Yr20 Min)

C3(100 Yr20 Min)

C3(PMF Yr20 Min)

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iWBNM Lite

iWBNM Lite

1 Project Details

Project ID














3 Crest Elev [m] 1.24 Invert [m] 0 0.4 129


5 Weir Coeff 1.6 Ent. Type 1 0.8 309

6 Disch-Factor 1 Dia/(Width)[mm] 450 1 422

7 Directed to TOP (Height)[mm] 1.24 551

8 Delay [mins] 0 Disch-Factor 1 2 1250

9 Directed to TOP

10 Delay [mins] 0

Total 14.1




2 2 60



5 20 60

6 50 60

7 100 60

8 PMF 20

8 Results


Storm 1 2 3 4 6 7 8



C4 0.26 0.33 0.40 0.55 0.99 1.18 6.08

Inflow Peak 0.400 0.541 0.731 0.850 1.173 1.344 6.155 m3/s

Outflow Peak 0.262 0.333 0.404 0.546 0.991 1.177 6.077 m3/s

Inflow Volume 818 1087 1438 1657 2354 2674 7840 m3

Max Vol Stored 238 332 484 558 587 599 918 m3

Max Water Elev 0.653 0.84 1.115 1.248 1.279 1.293 1.639 m

1

5

0.79

20 Yr 60 Min

1.014

0.791

1955

574

1.265

Save & Run

Kilcoy

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-1

0

1

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m3/s

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C4(1 Yr 20Min)

C4(2 Yr 20Min)

C4(5 Yr 20Min)

C4(10 Yr20 Min)

C4(20 Yr20 Min)

C4(50 Yr20 Min)

C4(100 Yr20 Min)

C4(PMF Yr20 Min)

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iWBNM Lite

iWBNM Lite

1 Project Details

Project ID
















5 Weir Coeff 1.6 Ent. Type 1 2 4530


7 Directed to TOP (Height)[mm] 550


9 Directed to TOP

10 Delay [mins] 0

Total 7.5




2 2 60



5 20 60

6 50 60

7 100 60

8 PMF 60

8 Results


Storm 1 2 3 4 6 7 8



C5 0.64 0.87 1.16 1.35 1.90 2.17 11.68

Inflow Peak 0.690 0.953 1.310 1.537 2.173 2.508 12.114 m3/s

Outflow Peak 0.636 0.865 1.161 1.346 1.897 2.174 11.679 m3/s

Inflow Volume 1793 2410 3224 3733 5361 6114 36048 m3

Max Vol Stored 229 312 427 507 748 869 5071 m3

Max Water Elev 0.302 0.41 0.546 0.626 0.866 0.986 2.102 m

1

5

1.60

20 Yr 60 Min

1.853

1.603

4431

620

0.738

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Kilcoy

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m3/s

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C5(1 Yr 60Min)

C5(2 Yr 60Min)

C5(5 Yr 60Min)

C5(10 Yr60 Min)

C5(20 Yr60 Min)

C5(50 Yr60 Min)

C5(100 Yr60 Min)

C5(PMF Yr60 Min)

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SMEC is recognised for providing technical excellence and consultancy expertise in urban, infrastructure and management advisory. From concept to completion, our core service offering covers the life-cycle of a project and maximises value to our clients and communities. We align global expertise with local knowledge and state-of-the-art processes and systems to deliver innovative solutions to a range of industry sectors.

mount kilcoy road, winya · 2020. 9. 24. · 2.1 modelling approach an assessment of stormwater...

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