Civil Engineering Report Development Application

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ACOR Consultants (NNSW) Pty Ltd, ACN 152 876 910 ATF The ACOR (NNSW) Unit Trust ABN 90 938 224 844. “ACOR Consultants” is a trademark licensed to ACOR Consultants (NNSW) Pty Ltd by ACOR Consultants Pty Ltd.

Civil Engineering Report Development Application Stage 2 - 530 Raymond Terrace Road, Thornton Prepared for: Thornton Brentwood Pty Ltd

Address: 22 Gavey Street, Mayfield

Project no: NE180133

Date: 24/07/2019

Source: Near Maps

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Revisions

Date Revision/ Issue No.

Revision Description

Prepared by Reviewed by Approved by

24/07/2019 B For Approval U.Knight J. Rhodes J. Rhodes

It is the responsibility of the reader to verify the currency of the version number of this report. All subsequent releases will be made directly to Thornton Brentwood.

COPYRIGHT

This report has been prepared solely for the benefit of Thornton Brentwood. No liability is accepted by this company or any employee or sub-consultant of this company with respect to its use by any other person.

No part of this document may be reproduced, adapted, transmitted or stored in a retrieval system in any form or by any means without written permission unless otherwise permitted under the Copyright Act, 1968. Enquiries should be addressed to ACOR Consultants Pty Limited.

This disclaimer shall apply notwithstanding that the report may be made available to other persons for an application for permission or approval or to fulfil a legal requirement.

© ACOR Consultants Pty Limited

All intellectual property and copyright reserved.


Table of Contents

1 INTRODUCTION .............................................................................................. 5

1.1 General ............................................................................................... 5

2 SITE .................................................................................................................. 5

2.1 Location .............................................................................................. 5

2.2 Topography ......................................................................................... 5

2.3 Existing/Previous Land Use ................................................................ 5

2.4 Existing Site Drainage ........................................................................ 5

2.5 External Catchments .......................................................................... 5

2.6 Proposed Development ...................................................................... 5

3 Concept Civil Design ........................................................................................ 6

3.1 Concept Road Grading ....................................................................... 6

3.2 Bulk Earthworks .................................................................................. 6

4 STORMWATER QUANTITY MANAGEMENT .................................................. 6

4.1 Objectives ........................................................................................... 6

4.2 Stormwater Conveyance .................................................................... 6

4.2.1 Minor Storm Event Conveyance ......................................................... 6

4.2.2 Major Storm Event Conveyance ......................................................... 6

4.3 Stormwater Detention ......................................................................... 6

4.3.1 General ............................................................................................... 6

4.3.2 DRAINS Modelling .............................................................................. 7

4.3.3 DRAINS Results ................................................................................. 7

5 STORMWATER QUALITY MANAGEMENT ..................................................... 8

5.1 Objectives ........................................................................................... 8

5.2 Operational Phase Water Quality Management ................................. 8

5.2.1 General ............................................................................................... 8

5.2.2 Stormwater Quality Modelling ............................................................. 9

5.2.2.1 Introduction ......................................................................................... 9

5.2.2.2 Rainfall Data and Evaporation Data ................................................... 9

5.2.2.3 MUSIC Model Source Inputs .............................................................. 9

5.2.2.4 Catchments Pollutant Mean Concentrations ...................................... 9

5.2.2.5 MUSIC Model Treatment Train ........................................................... 9


5.2.3 Stormwater Quality Modelling Results .............................................. 10

5.3 Construction Phase Water Quality Management .............................. 11

5.3.1 General ............................................................................................. 11

5.3.2 Pre-Construction Erosion and Sediment Control .............................. 11

5.3.3 During Construction Erosion and Sediment Control ......................... 11

5.3.4 Post Construction Erosion and Sediment Control ............................ 12

5.4 Water Quality Maintenance Plan ...................................................... 12

5.4.1 General ............................................................................................. 12

5.4.2 Trash Racks ...................................................................................... 12

5.4.3 Bioretention Basin ............................................................................. 12

6 CONCLUSION ................................................................................................ 12

7 REFERENCES ............................................................................................... 13

FIGURES ................................................................................................................................ 14

Appendix A ............................................................................................................................. 15

Appendix B ............................................................................................................................. 16

Appendix C ............................................................................................................................. 17


1 INTRODUCTION

1.1 General

ACOR Consultants have been engaged by Thornton Brentwood Pty Ltd to prepare a Stormwater Management Plan for Stage 2 of the development at 530 Raymond Terrace Road, Thornton. Stage 2 of the development will join onto the existing Honeymurtle Street to the west.

Engineering items addressed in this report include:

Preliminary road and site grading;

Stormwater conveyance/network;

Stormwater detention

Operational water quality management incorporating Water Sensitive Urban Design principles (WSUD);

Construction water quality management incorporating soil and water management.

2 SITE

2.1 Location

The site is located at 530 Raymond Terrace Road, Thornton. Stage 2 of the development is located at the south of the site, separated from Stage 1 of the subdivision by a first order stream. The Stage 2 site is bounded to the north by the first order stream and to the east, south and west by residential development. Figure 1 shows the location of Stage 1 of the development.

2.2 Topography

The existing site grades from the south to north. The grades on the site range between 4 to 9%. The levels on the site currently range from approximate RL17.5m AHD at the south western boundary to RL 9 m AHD on the northern boundary of the site. Figure 2 shows the existing topography of the site.

2.3 Existing/Previous Land Use

The site in its current condition is mostly covered in vegetation. Figure 3 shows an aerial photograph of the existing site.

2.4 Existing Site Drainage

The site drains from the south to the north towards the first order stream.

2.5 External Catchments

There are no external catchments draining to the site. The catchments to the east, south and west have all been developed and have their own independent drainage systems.

2.6 Proposed Development

The proposed development will consist of 25 residential lots ranging from 477m2 to 5.3 hectares (715m2 building area), a 3137m² drainage reserve as well as associated road, stormwater drainage infrastructure and a detention/water quality basin.

Access to the site will be from the extension of Honeymurtle Street.

The total area of Stage 2 of the proposed development is approximately 2.80 hectares. Figure 4 shows the development layout for the subdivision.


3 CONCEPT CIVIL DESIGN

3.1 Concept Road Grading

The concept road grading for the proposed development was undertaken generally following the natural topography of the site. Road gradings range from minimum 0.5% to maximum 3.6%. The road width of the extension of Honeymurtle Street have been adopted from the existing adjoining road reserve configuration.

Figure 4 shows the concept road layout for the development. Figures 5 shows the concept road longitudinal section and Figure 6 shows typical road profile.

3.2 Bulk Earthworks

The bulk earthworks for the development are detailed in Figure 7. The figure provides the cut and fill depths associated with the concept site grading.

4 STORMWATER QUANTITY MANAGEMENT

4.1 Objectives

The objectives of the stormwater quantity management for the site are:

Provide a stormwater conveyance system in accordance with Australian Rainfall and Runoff’s minor/major system philosophy and the requirements of Maitland City Council. The minor stormwater conveyance system will be designed to convey peak flows from the 10% Annual Exceedance Probability (AEP) storm event and the major stormwater conveyance system will be designed to convey the peak flows from the 1% AEP storm events.

Provide stormwater detention to reduce the peak flows from the developed site to or below the current peak runoff from the site.

4.2 Stormwater Conveyance

4.2.1 Minor Storm Event Conveyance

Minor system stormwater conveyance for the development will be a via a traditional pit and pipe system. The minor stormwater system will have the capacity to convey the peak flows from a 10% AEP storm event.

Figures 4 shows the stormwater management system for the development.

4.2.2 Major Storm Event Conveyance

Major system stormwater conveyance for the proposed development will be via overland flow. This will be via grassed drainage swales, and road carriage way and footpath. The major stormwater system will have the capacity to convey the peak flows from a 1% AEP storm event, containing flows within the road reserve. Due to the existing site grading, there are two sag points, one at lot 202 and the other at lot 219. Flow from these two sag locations will be directed via grassed drainage swales to the detention/water quality basin located within lot 219 at the north of the site.

4.3 Stormwater Detention

4.3.1 General

Stormwater detention has been provided in the northern portion of the site within lot 219, generally in accordance with the stormwater management for the Government Road Precinct by PCB dated October 2016.


4.3.2 DRAINS Modelling

DRAINS modelling was undertaken to determine the predeveloped and developed peak flows for a range of AEP’s from 20% to 1%, for storm durations ranging from 5 minutes to 3 hours for the proposed development. Available volumes from rainwater tanks were not accounted for in the modelling.

The basin will consist of:

Basin invert: RL 8.2m (bioretention level), RL 8.5m outlet pit level, 0.3m temporary storage for bioretention treatment

Top of Basin: RL 10m Outlet from basin:

900mm square surface inlet pit (top of pit RL 8.5m) with 300mm diameter outlet pipe 900mm square surface inlet pit (top of pit RL 8.9m) with 2x300mm diameter outlet, Outlet pipe invert at 7.5m (base of bioretention)

Emergency Weir: 5 m wide, RL 9.5 m

The stage storage for the basin is shown in Table 1 below:

Table 1: Basin Stage/Area

Height Surface Area

(m) (m3)

8.5 276

10.0 897

4.3.3 DRAINS Results

The predeveloped and post developed (without detention) peak flows from the site are shown in Table 2.

Table 2: Predeveloped vs Developed (No Detention) Peak Flows

AEP (%) Pre-Developed Peak Flow

Developed Peak Flow (no

detention)

Difference Increase

(m3/s) (m3/s) (m3/s) (%)

20% 0.517 0.638 0.121 23

10% 0.743 0.856 0.113 15

5% 1.03 1.06 0.03 3

2% 1.31 1.29 -0.02 -2

1% 1.55 1.51 -0.04 -3

As can be seen in Table 2, the development of Stage 2 of 530 Raymond Terrace Road, Thornton results in peak flows leaving the site which are only marginally higher than the predeveloped peak flows. Detention is required to limit the peak flows from the development to or below the predeveloped peak flows.

The predeveloped and post developed (with detention) peak flows from the site are shown in Table 3.


Table 3: Predeveloped vs Developed (with Detention) Peak Flows

AEP (%) Pre-Developed Peak Flow

Developed Peak Flow (with detention)

Difference Reduction

(m3/s) (m3/s) (m3/s) (%)

20% 0.517 0.498 0.019 4

10% 0.743 0.724 0.019 3

5% 1.03 0.866 0.164 16

2% 1.31 0.939 0.371 28

1% 1.55 0.99 0.56 36

As can be seen from the results in Table 3, by constructing the basin as detailed with the volumes and outlet configuration discussed above, the peak flows from the development are reduced to below or equal to the predeveloped peak flows for the all of the AEP storm events.

DRAINS inputs and schematic are shown in Appendix A. The DRAINS model has also been provided.

5 STORMWATER QUALITY MANAGEMENT

5.1 Objectives

The objectives of the stormwater quality management for the site are:

Meet the water quality objectives of Maitland City Council for the operational phase of the site by using best practice stormwater treatment measures. The water quality reductions required by Maitland City Council are:

% Reductions from the developed site of:

- 80% reduction in Total Suspended Solids (TSS)

- 45% reduction in Total Phosphorus (TP)

- 45% reduction in Total Nitrogen (TN)

- 70% reduction in litter/gross pollutants

5.2 Operational Phase Water Quality Management

5.2.1 General

To meet the water quality requirements of Maitland City Council a range of water quality improvement devices are proposed. The proposed water quality improvement devices for the site are:

rainwater tanks trash racks a bioretention basin

The above water quality improvement devices act as a treatment train, progressively reducing pollutants as they pass through each one. Trash racks are proposed in place of GPT units due to the minor size of the development.


5.2.2 Stormwater Quality Modelling

5.2.2.1 Introduction

The MUSIC model version 6 was used to assess the pollutant generation from the development and the performance of the stormwater quality treatment train. MUSIC modelling was undertaken in accordance with the Maitland City Council MUSIC Modelling Guidelines and the NSW MUSIC Modelling Guidelines (WBM, 2015).

5.2.2.2 Rainfall Data and Evaporation Data

The rainfall data and evapotranspiration data for the project was adopted from the Port Stephens Council MUSIC link. The Port Stephens Council data was adopted as Maitland Council does not currently have a MUSIC link. The data is from the Williamtown RAAF base.

5.2.2.3 MUSIC Model Source Inputs

The source data for the MUSIC model for the developed model were adopted from the Port Stephens Council MUSIC link (and checked against the NSW MUSIC Model Guideline values) for urban residential. The area for each roof of 250 m2 was adopted for the modelling. An overall lot fraction impervious of 60% was adopted (including the roof area) for lots. A fraction impervious of 70% was adopted for the road catchments.

5.2.2.4 Catchments Pollutant Mean Concentrations

The pollutant Event Mean Concentration (EMC) values for the development were adopted from Port Stephens Council’s MUSIC link (and checked against the NSW MUSIC Modelling Guideline values) for both base flows and storm flows. The catchments were divided into roofs, residential lots (remaining yards) and road areas.

5.2.2.5 MUSIC Model Treatment Train

The stormwater quality treatment train consist of three parts; rainwater tanks, trash racks and a bioretention basin. A schematic of the MUSIC model is shown in Appendix B.

A brief description on each treatment measure is listed below.

Rainwater Tanks. Rainwater tanks receive water from the roof area of each lot. A 4kL rainwater tank was assumed for each standard residential lot. Water captured in the rainwater tanks is expected to be reused for toilet flushing, clothes washing, hot water and garden irrigation. An average of 4 persons was assumed for each house. The reuse per house was adopted from the NSW MUSIC Modelling Guidelines, Table 6-1. The reuse adopted for each lot is shown in Table 4.

Table 4: Rainwater Tank Reuse (per lot)

Rainwater Reuse

Internal (L/day/dwelling)

425

External (L/day/dwelling)

151

Trash racks were modelled in MUSIC using Stormwater 360 EnviroPod 200 treatment node. The EnviroPod aids in the removal of suspended solids and litter from stormwater run-off. The removal rates for the EnviroPod are shown in Table 5.


Table 5: Stormwater 360 EnviroPod 200 Removal Rates

Removal Rate

Total Suspended Solids 25-38%

Total Phosphorus 30%

Total Nitrogen 21%

Gross Pollutants (kg/yr.) 100%

Bioretention Basin. A bioretention basin is the final part of the treatment train for the site.

Bioretention systems remove sediments (TSS) as well as nutrients (TN and TP) for the stormwater. The bioretention basin consists of a shallow dry basin with deep rooted vegetation and grass on the surface, over an infiltration/filtration area and an underdrain area. Vegetation in the bioretention basins will be in accordance with Maitland City Council requirements. Table 6 shows the bioretention basin inputs.

Table 6: Bioretention Basin MUSIC Model Inputs

Property

Extended Detention Depth (m) 0.3

Surface Area (m2) 210

Filter Area (m2) 148

Unlined Filter Material (m) 0.01

Saturated Hydraulic Conductivity (mm/hr) 100

Filter Depth (m) 0.4

TN Content of Filter Media (mg/kg) 400

Orthophosphate of Filter Media (mg/kg) 50

Exfiltration Rate (mm/hr) 0

Base Lined Yes

Vegetated with Effective Nutrient Removal Plants

Yes

Under Drain Present Yes

5.2.3 Stormwater Quality Modelling Results

The results of the MUSIC model for the total catchment showing the mean annual pollutant loads for the existing and the developed catchment are shown in Table 7.


Table 7: MUSIC Model Existing vs Developed Results

Developed Mean Annual Load

Reduction MC % Required Reduction

% Developed Reduction

TSS (kg/yr.) 3440 616 80 82

TP (kg/yr.) 6.65 2.98 45 55

TN (kg/yr.) 50 26 45 48

Gross Pollutants (kg/yr.)

527 0 90 100

The results of the modelling show that the reductions in the pollutants exceed the requirements of Maitland City Council. The MUSIC model report detailing the inputs and results of the modelling are shown in Appendix B.

5.3 Construction Phase Water Quality Management

5.3.1 General

During the construction phase of the development, an Erosion and Sediment Control Plan will be implemented to minimise the water quality impacts. The erosion and sediment controls will be in accordance with Landcom’s Managing Urban Stormwater: Soils and Construction Volume 1, 4th Edition (Landcom, 2004) and the requirements of Maitland City Council. Erosion and sediment controls will be required preconstruction, during construction and post construction until the site is stabilized. The expected erosion and sediment control measures will include stabilized site access, sediment fence, gully pit sediment barriers, rock outlet scour protection and a temporary sediment basin.

Erosion and sediment control plans will be provided for the development at Construction Certificate stage.

5.3.2 Pre-Construction Erosion and Sediment Control

Due to the topography of the site, the preconstruction erosion and sediment controls will be limited to stabilized site access, sediment fence and a temporary sediment basin until the initial bulk earthworks is undertaken. The proposed detention/water quality basin will be used as a sediment basin while construction is being undertaken. Figure 7 shows a concept erosion and sediment control plan for the development.

5.3.3 During Construction Erosion and Sediment Control

During the construction phase of the development, the erosion and sediment controls will consist of installed sediment fence, a constructed sediment basin, gully pit sediment barriers and permanent rock outlet scour protection.

Regular inspection and maintenance of the erosion and sediment controls is required during the construction process.

As the soils on site are clay, a sediment basin volume was calculated using the Blue Book for type F soils. The geotechnical report by Douglas Partners indicated that the soils were not dispersive. During construction, if the soils are found to be dispersive, the contractor will need to provide a flocculating agent to ensure discharge from the basin meets the requirements of the Blue Book. The sediment basin calculations are shown in Appendix C.


5.3.4 Post Construction Erosion and Sediment Control

The contractor/developer will be responsible for the maintenance of the erosion and sediment control devices from the practical completion of the works for a minimum of 6 months or until stabilization has occurred to the satisfaction of Maitland City Council.

It is proposed to delay the construction of the bioretention filtration media in the basin until a significant proportion of the contributing lots are built on and established to avoid the system being filled with sediments.

5.4 Water Quality Maintenance Plan

5.4.1 General

Maitland City Council has established a maintenance plan for its existing water quality infrastructure. The proposed infrastructure will be like the existing.

General maintenance will involve implementation of a regular inspection and maintenance schedule. As a minimum, the inspection and maintenance program is to follow any significant rain event. The inspection regime may be increased when housing construction commences to determine if a more frequent maintenance period is required.

Installation of the bioretention filtration media in the basin will be delayed until a significant proportion of the contributing lots are built on and established.

5.4.2 Trash Racks

Trash racks will need to be monitored regularly to ensure they do not become blocked and impact the hydraulic performance of the drainage system.

5.4.3 Bioretention Basin

Regular maintenance of the bioretention basins will require removal of sediment build up, maintenance of vegetation and flushing of the underdrain to maintain performance. Eventually the biofiltration material may need replacement when it has reached the end of its lifecycle. This will be determined by testing of the soil properties after 5-10 years of use.

6 CONCLUSION

This stormwater management plan addresses the stormwater quantity and quality of the residential development of Stage 2, 530 Raymond Terrace Road, Thornton.

Stormwater quantity and stormwater quality (both operational and construction phases) have been addressed.

Stormwater conveyance for the site will be in accordance with the minor/major system philosophy and the requirements of Maitland City Council. The minor system consisting of surface inlet pits and pipes has been designed for an AEP of 10 %. The major stormwater system will consist of the road reserve and will be designed for an AEP of 1%.

Detention modelling for the site determined that the peak flows from AEPs for 20% to 1% AEP have been reduced to or below the predeveloped peak flows.

Water quality management for the site will consist of a treatment train utilizing rainwater tanks, trash racks and a bioretention basin to reduce the pollutant runoff from the site in accordance with the requirements of Maitland City Council.


Construction phase erosion and sediment control will be undertaken in accordance with Landcom’s Managing Urban Stormwater and Maitland City Council.

7 REFERENCES

Maitland City Council Manual of Engineering Standards (MOES), 2018 NSW MUSIC Modelling Guidelines (WBM 2015) Port Stephens Council MUSIC Link function in the MUSIC program Landcom Managing Urban Stormwater: Soils and Construction Volume 1, 4th Edition 2004


FIGURES

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Client Project Drawing Title

-1 0 1cm at full size 10cm

Issue Description Date Drawn Approved20cm

This drawing has been assigned an electronic code that signifies the drawing has been checked and approved by:

THORNTON BRENTWOOD PTY LTD THORNTON STAGE 2 DEVELOPMENTC/-CATALYST PROJECT CONSULTING

Project No.Designed

Drawn Date Scale Q.A. Check

Dwg. No.

Date

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NE180133

NOT FOR CONSTRUCTIONCOPYRIGHT of this design and plan is the property of ACOR Consultants (NNSW) Pty Ltd, ACN 152 876 910 ATF The ACOR NNSW Unit Trust ABN 90 938 224 844, all rights reserved. It must not be used, modified,reproduced or copied wholly or in part without written permission from ACOR Consultants (NNSW) Pty Ltd. ACOR Consultants is a trademark licensed to ACOR Consultants (NNSW) Pty Ltd by ACOR Consultants Pty Ltd.

C

ACOR Consultants (NNSW) Pty Ltd

Level 1, 54 Union StreetCooks Hill, Newcastle NSW 2300

T +61 2 4926 4811

ENGINEERS MANAGERS INFRASTRUCTURE PLANNERS DEVELOPMENT CONSULTANTS

530 RAYMOND TERRACE ROADTHORNTON

DO NOT REPRODUCE IN GREYSCALE

ISSUED FOR APPROVAL 07.11.18 JER JPRAISSUED FOR APPROVAL 23.07.19 JER JPRB

LOCALITY PLAN

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AERIAL VIEW

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BIORETENTATIONAREA 148 m²

SPILLWAY RL 9.5mWIDTH = 5m

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40.00VC 20.00VC 20.00VCVERTICAL CURVE LENGTH (m)

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NATURAL SURFACE

DESIGN SURFACE

Datum RL5.00

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MC01 LONGITUDINAL SECTIONPLANADS

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FIGURE-5 B

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0.50 2 5 metres1 3 4SCALE 1:50 @ A1SCALE 1:100 @ A3

TYPICAL ROAD CROSS SECTION

ADS

BJD

OCT 2018 1:50

FIGURE-6 B

ROLL KERB AND GUTTERACCORDANCE WITH MAITLANDCITY COUNCIL REQUIREMENTS

ROLL KERB AND GUTTERACCORDANCE WITH MAITLANDCITY COUNCIL REQUIREMENTS

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Level 1, 54 Union Street

Cooks Hill, Newcastle NSW 2300

T +61 2 4926 4811






BULK EARTHWORKS PLAN

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EROSION AND SEDIMENT CONTROLPLANADS

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OCT 2018 1:500

FIGURE-8 B

SEDIMENT FENCE TO SD 6-8

STABILISED SITE ACCESS TO SD 6-14

LEGENDREFER TO LANDCOM: SOILS AND CONSTRUCTION Vol 1,

4th EDITION, MARCH 20041. PROVIDE EROSION AND SEDIMENT CONTROL MEASURES DURINGCONSTRUCTION TO COUNCIL STANDARDS AND CONFORMING TOLANDCOM SOILS & CONSTRUCTION Vol 1, 4th EDITION, MARCH 2004.

2. PREPARE EROSION AND SEDIMENT CONTROL PLAN AND OBTAINCOUNCIL APPROVAL PRIOR TO WORKS.

3. ALL PERIMETER CONTROL DEVICES ARE TO BE INSTALLED PRIORTO WORK COMMENCING AND BE MAINTAINED DURINGCONSTRUCTION. LOCATE SEDIMENT FENCE WITHIN WORKSBOUNDARY.

4. CONTRACTOR TO DEFINE ACCESS, STOCKPILE AND OTHER AREASPRIOR TO WORK COMMENCING.

5. PROVIDE A SINGLE POINT OF ACCESS TO THE SITE.

6. MINIMISE SITE DISTURBANCE AND REDUCE STOCKPILING TO ALEVEL NECESSARY TO CONSTRUCT THE WORKS. STOCKPILEAREAS, CONSTRUCTION ACCESSES AND NO GO AREAS TO BEDEFINED AND CONFIRMED PRIOR TO COMMENCEMENT OF WORK.FENCE NO GO AREAS.

7. PROVIDE MEASURES AT STOCKPILES TO DIVERT CLEAN WATER ANDCOLLECT SEDIMENT DOWNSTREAM, LOCATE STOCKPILES AWAYFROM STORMWATER FLOWS.

8. PROVIDE AND MAINTAIN PERMANENT GRASSING AS SOON ASPOSSIBLE AFTER CONSTRUCTION. STAGE WORKS AS NECESSARY.GRASS SPECIES SHALL BE TO COUNCIL REQUIREMENTS. GRASSTURF TABLEDRAINS AND SWALES. MULCH (IF AVAILABLE FROM SITECLEARING) AND SEED ALL OTHER DISTURBED AREAS INCLUDING TRENCHES, WHICH HAVE NOT BEEN TURFED. ONCOMPLETION OF WORKS PROVIDE STRIP TURFING. SEEGENERAL NOTES.

9. CONTROL DUST BY WINDBREAKS, WATERING ETC.

10. EROSION AND SILT PROTECTION MEASURES ARE TO BEMAINTAINED AT ALL TIMES. ADJUST TO SUIT STAGING ANDPROGRESS.

11. HIGH EROSION AREAS, INCLUDING BATTERS TO BE STABILISEDWITHIN 7 DAYS OF COMPLETING OF WORKS AND EARLIER IFDIRECTED BY SUPERINTENDENT.

12. ALL STABILISED WORKS ARE TO BE MAINTAINED UNTIL COMPLETIONOF WORKS.

13. REMOVE TEMPORARY MEASURES AFTER COMPLETION OFCONSTRUCTION AND STABILISATION OF WORKS.

EROSION AND SEDIMENT CONTROL NOTES

MESH AND GRAVEL INLET FILTER TO SD 6-11

GEOTEXTILE INLET FILTER TO SD 6-12

STRAWBALE FILTER TO SD 6-7

LOT REGRADE

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Appendix A

DRAINS Inputs and Results

NE18033 Stage 2 ‐ 530 Raymond Terrace Road ThorntonDRAINS Input Data

PIT / NODE DETAILS Version 14Name Type Family Size Ponding Pressure Surface Max Pond Base Blocking x y Bolt‐down id Part Full Inflow

Volume Change Elev (m) Depth (m) Inflow Factor lid Shock Loss Hydrograph(cu.m) Coeff. Ku (cu.m/s)

N1 Node 0 372753.349 6373802.331 1 NoPost out Node 8 0 372783.703 6373874.901 4 NoN3 Node 0 372825.221 6373821.695 5 NoN2 Node 0 372791.727 6373806.692 7 NoN5 Node 0 372873.368 6373829.545 6851 NoPre out Node 0 372869.879 6373874.203 6852 No

DETENTION BASIN DETAILSName Elev Surf. Area Not Used Outlet Type K Dia(mm) Centre RL Pit Family Pit Type x y HED Crest RL Crest Length(m) idBasin 7.5 2 None 372785.239 6373836.034 No 3

8.49 28.5 27710 897

SUB‐CATCHMENT DETAILSName Pit or Total Paved Grass Supp Paved Grass Supp Paved Grass Supp Paved Grass Supp Paved

Node Area Area Area Area Time Time Time Length Length Length Slope(%) Slope Slope Rough(ha) % % % (min) (min) (min) (m) (m) (m) % % %

West 1 N1 0.924 62 38 0 5 10 0Cat Basin Basin 0.531 10 90 0 5 10 0East 1 N3 0.918 62 38 0 5 10 0North Lots N2 0.42 60 40 0 5 10 0Cat Pre N5 2.793 0 100 0 0 1.5 0 0 50 0 0 7.2 0 0

PIPE DETAILSName From To Length U/S IL D/S IL Slope Type Dia I.D. Rough Pipe Is No. Pipes Chg From At Chg Chg

(m) (m) (m) (%) (mm) (mm) (m)

DETAILS of SERVICES CROSSING PIPESPipe Chg Bottom Height of Service Chg Bottom Height of Service Chg Bottom Height of Service etc

(m) Elev (m) (m) (m) Elev (m) (m) (m) Elev (m) (m) etc

CHANNEL DETAILSName From To Type Length U/S IL D/S IL Slope Base Width L.B. Slope R.B. Slope Manning Depth Roofed

(m) (m) (m) (%) (m) (1:?) (1:?) n (m)

OVERFLOW ROUTE DETAILSName From To Travel Spill Crest Weir Cross Safe Depth SafeDepth Safe Bed D/S Area id

Time Level Length Coeff. C Section Major Storms Minor Storms DxV Slope Contributing(min) (m) (m) (m) (m) (sq.m/sec) (%) %

OF1 N1 Basin 0.1 Flowpath from road sag 1 0.5 0.4 1 0 9OF4 Basin Post out 0.1 7.5 overflow 0.3 0.3 0.4 1 0 279255OF3 N3 Basin 0.1 V drain 0.3 0.3 0.4 1 0 22OF2 N2 Basin 0.1 V drain 0.3 0.3 0.4 1 0 18OF5 N5 Pre out 0.1 Creek Shallow 0.3 0.3 0.6 1 0 6853

PIPE COVER DETAILSName Type Dia (mm) Safe Cover (m) Cover (m)

This model has no pipes with non‐return valves


Appendix B

MUSIC inputs and Results

NE180133 530 Raymond Terrace Road, Stage 2MUSIC Schematic

NE180133 530 Raymond Terrace Road, Stage 2MUSIC Model Results Summary

Source nodesLocation Roofs to Tank 21 Roofs Roof to street Lot Area RoadsID 1 2 4 5Node Type UrbanSourceNode UrbanSourceNode UrbanSourceNode UrbanSourceNodeZoning Surface Type Roof Roof Residential SealedroadTotal Area (ha) 0.42 0.105 1.274 0.503Area Impervious (ha) 0.42 0.105 0.24329597 0.350072985Area Pervious (ha) 0 0 1.03070403 0.152927015Field Capacity (mm) 85 85 85 85Pervious Area Infiltration Capacity coefficient - a 150 150 150 150Pervious Area Infiltration Capacity exponent - b 3.5 3.5 3.5 3.5Impervious Area Rainfall Threshold (mm/day) 1.4 1.4 1.4 1.4Pervious Area Soil Storage Capacity (mm) 120 120 120 120Pervious Area Soil Initial Storage (% of Capacity) 30 30 30 30Groundwater Initial Depth (mm) 10 10 10 10Groundwater Daily Recharge Rate (%) 25 25 25 25Groundwater Daily Baseflow Rate (%) 5 5 5 5Groundwater Daily Deep Seepage Rate (%) 0 0 0 0Stormflow Total Suspended Solids Mean (log mg/L) 1.3 1.3 2.15 2.43Stormflow Total Suspended Solids Standard Deviation (log mg/L) 0.32 0.32 0.32 0.32Stormflow Total Suspended Solids Estimation Method Stochastic Stochastic Stochastic StochasticStormflow Total Suspended Solids Serial Correlation 0 0 0 0Stormflow Total Phosphorus Mean (log mg/L) ‐0.89 ‐0.89 ‐0.6 ‐0.3Stormflow Total Phosphorus Standard Deviation (log mg/L) 0.25 0.25 0.25 0.25Stormflow Total Phosphorus Estimation Method Stochastic Stochastic Stochastic StochasticStormflow Total Phosphorus Serial Correlation 0 0 0 0Stormflow Total Nitrogen Mean (log mg/L) 0.3 0.3 0.3 0.34Stormflow Total Nitrogen Standard Deviation (log mg/L) 0.19 0.19 0.19 0.19Stormflow Total Nitrogen Estimation Method Stochastic Stochastic Stochastic StochasticStormflow Total Nitrogen Serial Correlation 0 0 0 0Baseflow Total Suspended Solids Mean (log mg/L) 1.1 1.1 1.2 1.2Baseflow Total Suspended Solids Standard Deviation (log mg/L) 0.17 0.17 0.17 0.17Baseflow Total Suspended Solids Estimation Method Stochastic Stochastic Stochastic StochasticBaseflow Total Suspended Solids Serial Correlation 0 0 0 0Baseflow Total Phosphorus Mean (log mg/L) ‐0.82 ‐0.82 ‐0.85 ‐0.85Baseflow Total Phosphorus Standard Deviation (log mg/L) 0.19 0.19 0.19 0.19Baseflow Total Phosphorus Estimation Method Stochastic Stochastic Stochastic StochasticBaseflow Total Phosphorus Serial Correlation 0 0 0 0Baseflow Total Nitrogen Mean (log mg/L) 0.32 0.32 0.11 0.11Baseflow Total Nitrogen Standard Deviation (log mg/L) 0.12 0.12 0.12 0.12Baseflow Total Nitrogen Estimation Method Stochastic Stochastic Stochastic StochasticBaseflow Total Nitrogen Serial Correlation 0 0 0 0Flow based constituent generation - enabled Off Off Off OffFlow based constituent generation - flow file Flow based constituent generation - base flow column Flow based constituent generation - pervious flow column Flow based constituent generation - impervious flow column Flow based constituent generation - unit OUT - Mean Annual Flow (ML/yr) 5.07 1.27 7.44E+00 4.91E+00OUT - TSS Mean Annual Load (kg/yr) 132 32.7 1.26E+03 1.68E+03OUT - TP Mean Annual Load (kg/yr) 0.772 0.195 2.1 2.86OUT - TN Mean Annual Load (kg/yr) 11.1 2.78 15.7 11.7OUT - Gross Pollutant Mean Annual Load (kg/yr) 119 29.6 140 121Rain In (ML/yr) 5.67138 1.41784 17.2032 6.79217ET Loss (ML/yr) 0.60289 0.150723 9.77162 1.88353Deep Seepage Loss (ML/yr) 0 0 0 0Baseflow Out (ML/yr) 0 0 0.776882 0.113603Imp. Stormflow Out (ML/yr) 5.0685 1.26712 2.92115 4.24909Perv. Stormflow Out (ML/yr) 0 0 3.74681 0.547893Total Stormflow Out (ML/yr) 5.0685 1.26712 6.66795 4.79699Total Outflow (ML/yr) 5.0685 1.26712 7.44483 4.91059Change in Soil Storage (ML/yr) 0 0 ‐0.0132508 ‐0.0019377TSS Baseflow Out (kg/yr) 0 0 13.2771 1.94359TSS Total Stormflow Out (kg/yr) 131.708 32.7299 1248.63 1679.3TSS Total Outflow (kg/yr) 131.708 32.7299 1261.91 1681.25TP Baseflow Out (kg/yr) 0 0 0.121048 0.0176558TP Total Stormflow Out (kg/yr) 0.772344 0.194541 1.97624 2.84552TP Total Outflow (kg/yr) 0.772344 0.194541 2.09729 2.86318TN Baseflow Out (kg/yr) 0 0 1.0396 0.151972TN Total Stormflow Out (kg/yr) 11.1018 2.77926 14.6648 11.5336TN Total Outflow (kg/yr) 11.1018 2.77926 15.7044 11.6856GP Total Outflow (kg/yr) 118.526 29.6315 142.434 121.385

No Imported Data Source nodes

USTM treatment nodesLocation Rainwater Tank72 4 kL Tanks BioretentionID 3 7Node Type RainWaterTankNode BioRetentionNodeV4Lo-flow bypass rate (cum/sec) 0 0Hi-flow bypass rate (cum/sec) 3.6 100Inlet pond volume 0Area (sqm) 42 400Initial Volume (m^3) 8.4Extended detention depth (m) 0.4 0.3Number of Rainwater tanks 21Permanent Pool Volume (cubic metres) 75.6Proportion vegetated 0Equivalent Pipe Diameter (mm) 458Overflow weir width (m) 1.00E+01 2Notional Detention Time (hrs) 1.51E‐02Orifice Discharge Coefficient 0.6Weir Coefficient 1.7 1.7Number of CSTR Cells 2 3

Total Suspended Solids - k (m/yr) 400 8000Total Suspended Solids - C* (mg/L) 12 20Total Suspended Solids - C** (mg/L) 0Total Phosphorus - k (m/yr) 300 6000Total Phosphorus - C* (mg/L) 0.13 0.13Total Phosphorus - C** (mg/L) 0Total Nitrogen - k (m/yr) 40 500Total Nitrogen - C* (mg/L) 1.4 1.4Total Nitrogen - C** (mg/L) 0Threshold Hydraulic Loading for C** (m/yr) 0Horizontal Flow Coefficient 3Reuse Enabled On OffMax drawdown height (m) 1.8Annual Demand Enabled On OffAnnual Demand Value (ML/year) 1.157Annual Demand Distribution PETAnnual Demand Monthly Distribution: JanAnnual Demand Monthly Distribution: FebAnnual Demand Monthly Distribution: MarAnnual Demand Monthly Distribution: AprAnnual Demand Monthly Distribution: MayAnnual Demand Monthly Distribution: JunAnnual Demand Monthly Distribution: JulAnnual Demand Monthly Distribution: AugAnnual Demand Monthly Distribution: SepAnnual Demand Monthly Distribution: OctAnnual Demand Monthly Distribution: NovAnnual Demand Monthly Distribution: DecDaily Demand Enabled On OffDaily Demand Value (ML/day) 0.008925Custom Demand Enabled Off OffCustom Demand Time Series FileCustom Demand Time Series UnitsFilter area (sqm) 50Filter perimeter (m) 0.01Filter depth (m) 0.4Filter Median Particle Diameter (mm)Saturated Hydraulic Conductivity (mm/hr) 100Infiltration Media Porosity 0.35Length (m)Bed slopeBase Width (m)Top width (m)Vegetation height (m)Vegetation Type Vegetated with Effective Nutrient Removal PlantsTotal Nitrogen Content in Filter (mg/kg) 400Orthophosphate Content in Filter (mg/kg) 50Is Base Lined? YesIs Underdrain Present? YesIs Submerged Zone Present? NoSubmerged Zone Depth (m)B for Media Soil Texture ‐9999 13Proportion of upstream impervious area treatedExfiltration Rate (mm/hr) 0 0Evaporative Loss as % of PET 0 100Depth in metres below the drain pipeTSS A CoefficientTSS B CoefficientTP A CoefficientTP B CoefficientTN A CoefficientTN B CoefficientSfc 0.61S* 0.37Sw 0.11Sh 0.05Emax (m/day) 0.008Ew (m/day) 0.001IN - Mean Annual Flow (ML/yr) 5.07 1.65E+01IN - TSS Mean Annual Load (kg/yr) 132 3.04E+03IN - TP Mean Annual Load (kg/yr) 0.772 5.58IN - TN Mean Annual Load (kg/yr) 11.1 36.3IN - Gross Pollutant Mean Annual Load (kg/yr) 119 291OUT - Mean Annual Flow (ML/yr) 2.85 16.3OUT - TSS Mean Annual Load (kg/yr) 65.9 522OUT - TP Mean Annual Load (kg/yr) 0.425 2.37OUT - TN Mean Annual Load (kg/yr) 6.14 22.5OUT - Gross Pollutant Mean Annual Load (kg/yr) 0 0Flow In (ML/yr) 5.06728 16.4447ET Loss (ML/yr) 0 0.130323Infiltration Loss (ML/yr) 0 0Low Flow Bypass Out (ML/yr) 0 0High Flow Bypass Out (ML/yr) 0 0Orifice / Filter Out (ML/yr) 2.84628 7.56113Weir Out (ML/yr) 0 8.77004Transfer Function Out (ML/yr) 0 0Reuse Supplied (ML/yr) 2.2212 0Reuse Requested (ML/yr) 4.4188 0% Reuse Demand Met 50.267 0% Load Reduction 43.8302 0.690324TSS Flow In (kg/yr) 131.708 3036.62TSS ET Loss (kg/yr) 0 0TSS Infiltration Loss (kg/yr) 0 0TSS Low Flow Bypass Out (kg/yr) 0 0TSS High Flow Bypass Out (kg/yr) 0 0TSS Orifice / Filter Out (kg/yr) 65.9159 15.7047TSS Weir Out (kg/yr) 0 505.875

TSS Transfer Function Out (kg/yr) 0 0TSS Reuse Supplied (kg/yr) 33.6551 0TSS Reuse Requested (kg/yr) 0 0TSS % Reuse Demand Met 0 0TSS % Load Reduction 49.953 82.8237TP Flow In (kg/yr) 0.772345 5.57099TP ET Loss (kg/yr) 0 0TP Infiltration Loss (kg/yr) 0 0TP Low Flow Bypass Out (kg/yr) 0 0TP High Flow Bypass Out (kg/yr) 0 0TP Orifice / Filter Out (kg/yr) 0.425237 0.741911TP Weir Out (kg/yr) 0 1.62763TP Transfer Function Out (kg/yr) 0 0TP Reuse Supplied (kg/yr) 0.302414 0TP Reuse Requested (kg/yr) 0 0TP % Reuse Demand Met 0 0TP % Load Reduction 44.9421 57.4664TN Flow In (kg/yr) 11.1018 36.2476TN ET Loss (kg/yr) 0 0TN Infiltration Loss (kg/yr) 0 0TN Low Flow Bypass Out (kg/yr) 0 0TN High Flow Bypass Out (kg/yr) 0 0TN Orifice / Filter Out (kg/yr) 6.14089 4.59021TN Weir Out (kg/yr) 0 17.8787TN Transfer Function Out (kg/yr) 0 0TN Reuse Supplied (kg/yr) 4.4095 0TN Reuse Requested (kg/yr) 0 0TN % Reuse Demand Met 0 0TN % Load Reduction 44.6856 38.0127GP Flow In (kg/yr) 118.526 291.094GP ET Loss (kg/yr) 0 0GP Infiltration Loss (kg/yr) 0 0GP Low Flow Bypass Out (kg/yr) 0 0GP High Flow Bypass Out (kg/yr) 0 0GP Orifice / Filter Out (kg/yr) 0 0GP Weir Out (kg/yr) 0 0GP Transfer Function Out (kg/yr) 0 0GP Reuse Supplied (kg/yr) 0 0GP Reuse Requested (kg/yr) 0 0GP % Reuse Demand Met 0 0GP % Load Reduction 100 100PET Scaling Factor 2.1

No Generic treatment nodes

Other nodesLocation Junction Receiving NodeID 6 8Node Type JunctionNode ReceivingNodeIN - Mean Annual Flow (ML/yr) 1.16E+01 16.3IN - TSS Mean Annual Load (kg/yr) 1.36E+03 522IN - TP Mean Annual Load (kg/yr) 2.72 2.37IN - TN Mean Annual Load (kg/yr) 24.6 22.5IN - Gross Pollutant Mean Annual Load (kg/yr) 170 0OUT - Mean Annual Flow (ML/yr) 1.16E+01 16.3OUT - TSS Mean Annual Load (kg/yr) 1.36E+03 522OUT - TP Mean Annual Load (kg/yr) 2.72 2.37OUT - TN Mean Annual Load (kg/yr) 24.6 22.5OUT - Gross Pollutant Mean Annual Load (kg/yr) 170 0% Load Reduction 16.1 12.6TSS % Load Reduction 4.61 83.2TN % Load Reduction 16.8 45.5TP % Load Reduction 11.3 60GP % Load Reduction 41.1 100

LinksLocation Drainage Link Drainage Link Drainage Link Drainage LinkSource node ID 1 3 2 4Target node ID 3 6 6 6Muskingum-Cunge Routing Not Routed Not Routed Not Routed Not RoutedMuskingum K Muskingum theta IN - Mean Annual Flow (ML/yr) 5.07 2.85 1.27 7.44E+00IN - TSS Mean Annual Load (kg/yr) 132 65.9 32.7 1.26E+03IN - TP Mean Annual Load (kg/yr) 0.772 0.425 0.195 2.1IN - TN Mean Annual Load (kg/yr) 11.1 6.14 2.78 15.7IN - Gross Pollutant Mean Annual Load (kg/yr) 119 0 29.6 140OUT - Mean Annual Flow (ML/yr) 5.07 2.85 1.27 7.44E+00OUT - TSS Mean Annual Load (kg/yr) 132 65.9 32.7 1.26E+03OUT - TP Mean Annual Load (kg/yr) 0.772 0.425 0.195 2.1OUT - TN Mean Annual Load (kg/yr) 11.1 6.14 2.78 15.7OUT - Gross Pollutant Mean Annual Load (kg/yr) 119 0 29.6 140

Catchment DetailsCatchment Name 530 Raymond Terrace Road Thornton Stage 2 MUSIC ModelTimestep 6 MinutesStart Date 1/01/1998 0:00End Date 31/12/2007 23:54Rainfall Station WILLIAMTOWN RAAF ‐ Station 061078 ‐ Zone DET Station User‐defined monthly PETMean Annual Rainfall (mm) 1351Mean Annual ET (mm) 1394MUSIC-link Area SeahamMUSIC-link Scenario Default Ca


Appendix C

Sediment Basin Calculation

SWMP Commentary, Standard Calculation

1 2 3 11 22 33

2.793

2.793

Soil analysisSoil landscape DIPNR mapping (if relevant)

F F F F F F

Rainfall dataDesign rainfall depth (days) 5 See Sections 6.3.4 (d) and (e)

Design rainfall depth (percentile) 80 See Sections 6.3.4 (f) and (g)

24.4

9.94

2190

x-day, y-percentile rainfall event

See IFD chart for the siteRainfall intensity: 2-year, 6-hour storm

Automatic calculation from above dataRainfall erosivity (R-factor)

Rainfall depth adopted for Cessnock in NSW.

Soil Texture Group

Comments:

See Section 6.3.4 (h)

Disturbed catchment area (ha)

Sections 6.3.3(c), (d) and (e)

RemarksSite

Site area

Total catchment area (ha)

Thornton

Maitland City Council

Description of site:

Site location:

Precinct:

Stage 2 of the Development

Note: These "Standard Calculation" spreadsheets relate only to low erosion hazard lands as

identified in figure 4.6 where the designer chooses to not use the RUSLE to size sediment basins.

The more "Detailed Calculation" spreadsheets should be used on high erosion hazard lands as

identified by figure 4.6 or where the designer chooses to run the RUSLE in calculations.

Site name:

1. Site Data Sheet

Raymond Terrace Rd

NE180133_Sediment Basin.xls 1


Peak flow is given by the Rational Formula:

where: Qyis peak flow rate (m

3/sec) of average recurrence interval (ARI) of "Y" years

C10

Fy

A is the catchment area in hectares (ha)

Iy, tc is the average rainfall intensity (mm/hr) for an ARI of "Y" years

and a design duration of "tc" (minutes or hours)

Peak flow calculations, 1

1 yr,tc 5 yr,tc 10 yr,tc 20 yr,tc 50 yr,tc 100 yr,tc

1 2.793 12 53.73 90.32 102.98 119.61 141.74 158.84 0.86

2

3

11

22

33

1 2 3 11 22 33

(m3/s) (m

3/s) (m

3/s) (m

3/s) (m

3/s) (m3/s)

1 yr, tc 0.8 0.287

5 yr, tc 0.95 0.573

10 yr, tc 1 0.688

20 yr, tc 1.05 0.839

50 yr, tc 1.15 1.088

100 yr, tc 1.2 1.273

C10

Rainfall intensity, I, mm/hr

Comment

SiteA

(ha)

tc

(mins)

ARI

yrs

Frequency

factor

(Fy)

2. Storm Flow Calculations

Peak flows

Note: For urban catchments the time of concentration should be determined by more precise calculations

or reduced by a factor of 50 per cent.

Peak flow calculations, 2

0.00278 x C10 x FY x Iy, tc x AQy =

Time of concentration (tc) =

is the runoff coefficient (dimensionless) for ARI of 10 years. Rural runoff

coefficients are given in Volume 2, figure 5 of Pilgrim (1998), while urban

runoff coefficients are given in Volume 1, Book VIII, figure 1.13 of Pilgrim

(1998) and construction runoff coefficients are given in Appendix F

is a frequency factor for "Y" years. Rural values are given in Volume 1,

Book IV, Table 1.1 of Pilgrim (1998) while urban coefficients are given in

Volume 1, Book VIII, Table 1.6 of Pilgrim (1998)

0.76 x (A/100)0.38

hrs (Volume 1, Book IV of Pilgrim, 1998)



where:

10 = a unit conversion factor

Cv =

R =

A =

1 0.50 24.4 2.793 340.746 170 511.119

2

3

11

22

33

4. Volume of Sediment Basins, Type D and Type F Soils

Basin volume = settling zone volume + sediment storage zone volume

The settling zone volume for Type F and Type D soils is calculated to provide capacity to contain all runoff

expected from up to the y-percentile rainfall event. The volume of the basin's settling zone (V) can be

determined as a function of the basin's surface area and depth to allow for particles to settle and can be

determined by the following equation:

the volumetric runoff coefficient defined

as that portion of rainfall that runs off as

stormwater over the x-day period

is the x-day total rainfall depth (mm) that

is not exceeded in y percent of rainfall

events. (See Sections 6.3.4(d), (e), (f),

(g) and (h)).

Settling Zone Volume

In the standard calculation, the sediment storage zone is 50 percent of the setting zone. However,

designers can work to capture the 2-month soil loss as calculated by the RUSLE (Section 6.3.4(i)(ii)), in

which case the "Detailed Calculation" spreadsheets should be used.

total catchment area (ha)

V = 10 x Cv x A x Ry-%ile, x-day (m3)

Sediment Storage Zone Volume

Total Basin Volume

Settlingzone

volume

(m3)

Sedimentstoragevolume

(m3)

Totalbasin

volume

(m3)

Site Cv

Rx-dayy-%ile

Totalcatchment

area(ha)


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