Shamrock Springs, Leongatha · Title Shamrock Springs Stormwater Management Strategy Author Ben Jones/Jacqueline Woodlock Checked Aram Manjikian Project Joey Whitehead Stormwater

Shamrock Springs, Leongatha Stormwater Management Strategy

February 2019

Beveridge Williams

DOCUMENT CONTROL DATA

Beveridge Williams

Melbourne Office

1 Glenferrie Road

Malvern Vic 3144

PO Box 61

Malvern Vic 3144

Tel: (03) 9524 8888

Fax: (03) 9524 8899

www.beveridgewilliams.com.au

Title Shamrock Springs Stormwater Management Strategy

Author Ben Jones/Jacqueline Woodlock

Checked Aram Manjikian

Project Manager

Joey Whitehead

Synopsis Stormwater strategy for the Shamrock Springs residential subdivision including WSUD quality treatment and stormwater detention.

Reference: 1801419

Client: S E Murphy

Revision Table

Rev Description Date Authorised

A Stormwater Management Strategy 28/02/11 DB

B MUSIC rainfall data input changed from Sale to Warragul Station 5/09/11 DB

C Updated flow estimation method and stormwater treatment arrangement as per WGCMA and Council comments

14/02/19 JW

Distribution Table

Date Revision Distribution

28/02/11 A Beveridge Williams; S E Murphy

5/09/11 B Beveridge Williams; S E Murphy

14/02/19 C Beveridge Williams; S E Murphy;

Copyright Notice

© Copyright – Beveridge Williams & Co P/L

Users of this document are reminded that it is subject to copyright. This document should not be reproduced, except in full and with the permission of Beveridge Williams & Co Pty Ltd

Beveridge Williams 1

CONTENTS

1 INTRODUCTION .................................................................................................... 3

2 EXISTING CONDITIONS .......................................................................................... 4

2.1 LAND USE ..................................................................................................................... 4

2.2 TOPOGRAPHY .............................................................................................................. 4

2.3 CATCHMENTS AND DRAINAGE REGIMES .................................................................... 5

3 DESIGN INTENT ..................................................................................................... 6

3.1 PROPOSED DEVELOPMENT ......................................................................................... 6

3.2 PROPOSED ASSETS ....................................................................................................... 7

4 HYDROLOGY ......................................................................................................... 8

4.1 EXISTING CATCHMENT ................................................................................................ 8

4.2 DEVELOPED CATCHMENT ............................................................................................ 9

4.3 SUB-SURFACE DRAINAGE .......................................................................................... 11

4.4 SUBJECT SITE OVERLAND FLOW ................................................................................ 11

4.5 RB SIZING ................................................................................................................... 11

5 STORMWATER TREATMENT ................................................................................ 12

5.1 CLIMATIC DATA AND MUSIC MODEL INPUTS ............................................................ 13

5.2 MUSIC MODEL RESULTS (TREATMENT RESULTS AND NODE SIZES) .......................... 14

6 STAGING AND SEQUENCING ............................................................................... 16

7 CONCLUSION ...................................................................................................... 17

APPENDICES

APPENDIX A. LOCALITY PLAN

APPENDIX B. INDICATIVE SUBDIVISION PLAN

APPENDIX C. CATCHMENT PLANS

APPENDIX D. RORB MODELLING RESULTS

APPENDIX E. STORMWATER MANAGEMENT ARRANGEMENT CONCEPT PLAN

APPENDIX F. 100 YEAR ARI OVERLAND FLOW PATHS


Glossary of terms

Alphabetical list of terms and abbreviations used in report

AHD Australian Height Datum

A common national surface level datum approximately corresponding to mean sea level.

ARI Average Recurrence Interval - The average, or expected, value of the periods between exceedances of a given rainfall total accumulated over a given duration.

Authorities Organisations responsible for supply and management of sewer, water, gas, electricity and telecommunications, roads and transport

BPEMG Best Practice Environmental Management Guidelines

BWCo Beveridge Williams & Co Pty Ltd

WGCMA West Gippsland Catchment Management Authority

Client S E Murphy

Council South Gippsland Shire Council

IDM Infrastructure Design Manual

LSIO Land Subject to Inundation Overlay

NTWL Normal Top Water Level

Q10 Storm water flow generated from 10 year ARI storm event.

Q100 Storm water flow generated from 100 year ARI storm event.

Qgap Flow difference between Q10 and Q100 storm event.

SBRB Sediment Retention Basin

SEPP State Environment Protection Policy

WLRB Wetland Retention Basin

WSUD Water Sensitive Urban Design


1 INTRODUCTION

The proposed development site is located within 850 m of the commercially zoned area of Leongatha (east of the subject land), which is located around 130 km south-east of Melbourne on the South Gippsland Highway. The site covers 62.83 Ha of relatively steep ground ranging from 2% - 25% in places. Roughly half the site falls to the west while the other half falls to the south east. Both outfall points connect to open drains. Refer to Appendix C for further detail.

Figure 1: Location Plan (Aerial) Source: Google Maps Not to scale

Site Location


2 EXISTING CONDITIONS

2.1 Land Use

The site consists of predominately grassed paddocks which are currently used for grazing. Existing dwellings are located near the upper and lower sides of the western boundary. The site is generally clear of vegetation, excluding groups of planted trees along the western boundary and in the south.

The proposed development is to be residential and will comprise approximately 600 lots.

2.2 Topography

The site has three main directions of slope and is generally steep with some gentler slopes to the south with the three overall catchment areas shown in Figure 2 The high point on the site is located on the north-east corner of the site at 104.0 m AHD. The lowest point is located on the south-east corner of the site, approximately 45.3 m AHD.

A plan showing the site topography is shown in Figure 2 below and a copy in Appendix C.

Figure 2: Site Analysis Plan


Not to scale

2.3 Catchments and Drainage Regimes

Predevelopment stormwater runoff is generated by three main catchments: A (A1 + A2), B and C that are comprised of internal flows generated within the property boundary. Refer to catchment plan (Appendix C).

Each of these main catchments (A, B and C) discharge to points in the north-west, west, and south-east respectively. All discharge points connect with existing earth drains. These drains meet up approximately 1000m to the south of the site near the intersection of Racecourse Road and Bass Highway (See DSE Interactive Map, Appendix A). From here the watercourse continues south-east and discharges into Coalition Creek.

The predevelopment catchments are summarized below:

Catchment Area (ha) Receiving Water Course

A1 3.825 North-western earth drain / Coalition Creek

A2 0.940 North-western earth drain / Coalition Creek

B 24.417 Western catch drain / Coalition Creek

C 33.543 Southern earth drain / Coalition Creek


3 DESIGN INTENT

3.1 Proposed Development

The overall proposed development covers 5 parcels of land intended to be developed in stages over time. The north-eastern parcel, Lot 1 PS404151, is already zoned as GRZ1, whereas the other four parcels will require re-zoning prior to development. As the timing of the different stages of the development will be varied, this strategy has been prepared with consideration to the timing of the re-zoning for the majority of the site. The parcel within the current GRZ1 area is referred to as C65, and is the area where the pink lots are shown in Figure 4.

Figure 4: Indicative Development Plan

Not to scale


Information about the proposed development for the combined site is listed in Table 1.

Table 1: Details of Indicative Subdivision Plan of remainder of site to be re-zoned

Details of Indicative Subdivision Plan Area of 105 Old Korumburra Rd, Leongatha

Details Area

Total site area 62.791 ha

C65 site area (GRZ1) 11.993 ha

Remainder of site area (FZ) 50.798 ha

Proposed lots within C65 site 8.691 ha

Proposed lots within remainder of site 28.692 ha

Potential unit site 0.229 ha

Open Space 3.152 ha

Drainage reserves 6.371 ha

Local retail 0.258 ha

Pump station 0.182 ha

Roads 15.152 ha

3.2 Proposed Assets

A stormwater strategy has been identified for the proposed development. Adaptations of the strategy could be made during the detailed design stage of the development in order to accord with advances in technology and provide further integration with the desired environs.

Under this strategy it is proposed to treat stormwater runoff from the investigation area to meet the requirements of the Best Practice Guidelines and discharge to the existing drainage outfalls. Stormwater will be discharged at pre-development discharge rates (ie. Stormwater must be detained on site to ensure that the discharge offsite after development is no greater than the discharge offsite prior to development).

Wetland systems could be located within the low points of the three catchments within the site. Catchment B could utilise a swale drain along its natural drainage corridor. Analysis of preliminary MUSIC model has determined wetland size for treatment of stormwater runoff to BPEMG for pollutant reduction.

Retention volume requirements have been calculated for 1 in 10 year ARI post development back to 1 in 5 year ARI pre development flows as well as 1 in 100 year ARI post development flows back to 1 in 100 year ARI pre development flows with the critical (largest) volume being adopted at two locations.


4 HYDROLOGY

Previous versions of the stormwater management strategy for the overall site calculated the hydrology using Australian Rainfall and Runoff 1987 version (ARR1987), specifically the rational method. As part of the review by the West Gippsland CMA and the Council a request has been made to model the expected flows using the ARR2016 version.

The RORB software model has been utilised for the new methods for flow estimation, as well as the sizing of detention requirements.

4.1 Existing Catchment

The existing catchment of the site was producted as shown in Figure 5. The Monte Carlo method was applied to determine the pre-developed peak flow. The Main Data Hub file was obtained from the ARR Data Hub for the proposed development site, with coordinates -38.47, 145.927. The temporal patterns was obtained from the ARR Data Hub for Southern Slopes (Vic/NSW). The IFD data was obtained from the BoM website for Design Rainfall Data System (2016) with aforementioned coordinates. The Kc value was determined using the ARR2016 calculation for Victorian catchments with a mean annual rainfall greater than 800mm, as the mean annual rainfall within Leongatha is 992mm. The initial losses were obtained from ARR Data Hub along with the continuous losses. The values are summarised in Table 2.

Table 2: Pre-developed RORB parameters

Parameter Adopted Parameters for Pre-developed Scenario (Monte Carlo & Ensemble method)

Kc 2.08

dav 0.49 km

m 0.8

IL 22.0 mm

CL 5.6 mm/hr

The Monte Carlo method produces the peak flow for a given duration and storm event. The peak flow for a 1% AEP was 1.40 m3/s for a storm duration of 3 hours. Knowing this peak flow, the hydrograph can be determined using the Ensemble method in RORB. The same parameters for the Data Hub files, IFD data, Kc and losses were used in the Ensemble method as the Monte Carlo method, though only calculating for a storm duration of 3 hours as specified by the Monte Carlo method. The results produced a peak flow of 1.41 m3/s corresponding to Temporal Pattern 26. The results are provided in Table 3 and Appendix D.

Table 3: Pre-developed RORB results from Monte Carlo method

Discharge location Contributing catchment Flow [storm duration]

North-Western corner A 0.18 m3/s [2 hour]

Western boundary B, C, D 0.47 m3/s [3 hour]

Southern boundary E, F, G 0.80 m3/s [3 hour]

South-Western corner H 0.15 m3/s [2 hour]

Total Site A – H 1.40 m3/s [3 hour]


Figure 5: Pre-developed catchment plan

4.2 Developed Catchment

The developed catchment of the site was producted as shown in Figure 6. The Monte Carlo method was applied to determine the post-developed peak flow. The same Data Hub files, IFD data and losses were used in the post-developed case as the predeveloped case. The Kc value was determined by equating the ratio of Kc and Dav for the pre- and post-developed case. The values are summarised in Table 4.

Table 4: Post-developed RORB parameters

Parameter Adopted Parameters for Pre-developed Scenario (Monte Carlo & Ensemble method)

Kc 2.84

dav 0.67 km

m 0.8

IL 22.0 mm

CL 5.6 mm/hr


The Monte Carlo method produces the peak flow for a given duration and storm event. The peak flow for a 1% AEP was 3.14 m3/s for a storm duration of 2 hours. Knowing this peak flow, the hydrograph can be determined using the Ensemble method in RORB. The same parameters for the Data Hub files, IFD data, Kc and losses were used in the Ensemble method as the Monte Carlo method, though only calculating for a storm duration of 2 hours as specified by the Monte Carlo method. The results producted a peak flow of 4.00 m3/s coresponding to Temporal Pattern 22. The results are provided in Table 5 and Appendix D.

Table 5: Post-developed RORB results from Monte Carlo method

Discharge location Contributing catchment Flow [storm duration]

North-Western corner A 0.43 m3/s [2 hour]

Western boundary B, C, D 0.98 m3/s [3 hour]

Southern boundary E, F, G 1.98 m3/s [2 hour]

Total Site A - G 3.36 m3/s [2 hour]

Figure 6: Post-developed catchment plan


4.3 Sub-surface Drainage

There will be three Legal Points of Discharge for the site via internal major stormwater management assets. The C65 site and lots either side of the proposed waterway in the middle of the site will discharge to the waterway out to the western boundary of the site. The north-west Catchment A will discharge to the sediment basin in the drainage reserve indicated on the development plan. Catchment C will discharge to the sediment basin within the drainage reserve in the south-east corner of the overall development..

The pipe network in subject site will be also sized to convey the 5 year flows through the network. The 5 year ARI drainage will be located within the road reserve and in easements.

4.4 Subject Site Overland Flow

Overland flows from the site will be directed via the road network to the proposed RB, which is sized to cater for the 100 year ARI storm events for the whole catchment.

The internal roads and associated lot finished surface levels, will be designed to ensure that the 1 in 100 year ARI overland flows through the site within the safe hydraulic capacity of road floodways.

Allowance is also made for the overland flows from external catchments directed though the site, which are assumed to be maintained at pre-development flows by neighbouring properties. The indicative overland flowpath plan is contained in Appendix F.

4.5 RB Sizing

The overall site will provide two retarding basins that will cater for the 2 larger catchments, B and C. The controlled flow from the RB ‘s, and the uncontrolled flow from catchment A will be matched to the total pre-developed flow from the overall site for the 1 in 100 year ARI storm event.

The RB for catchment B will be located at the downstream end of the proposed swale at the western outfall of the site. The RB for catchment C will be located in the drainage reserve at the south-east corner of the site and will house the sediment basin and wetland in the base of it.

The sizing of the RB’s from the results of the hydrology modelling are listed in the following table:

Table 6: Catchment Areas of Proposed Development

Catchment Volume (m3)

Retarding Basin B 2,700

Retarding Basin C 3,300


5 STORMWATER TREATMENT

It is a Victorian Government requirement that Quality of stormwater runoff from the proposed development meets the Urban Stormwater Best Practice Environmental Management Guidelines (BPEMG).

Constructed sediment basin and wetland systems are the main proposed treatment measure and will be the sole treatment for catchments A and C (at the north east and south of the site respectively). Catchment B is proposed to incorporate a swale drain along its natural drainage corridor in conjunction with a wetland.

Appendix E contains detail on the sizing of the wetlands.

The location of the proposed treatment assets in relation to the development is shown in Figure 7. The designs will be in accordance with the specific technical details contained in the design and construction WSUD Technical Manual .

Figure 7: MUSIC Model Structure Not to scale

http://www.publish.csiro.au/samples/WSUD%20Sample.pdf


5.1 Climatic Data and MUSIC Model Inputs

The meteorological template used for MUSIC modelling was data from Warragul Rainfall Station. This station has been chosen as it was the closest available rainfall data (approx. 30km from the subject site).

The rainfall years of 1990-1995 have been chosen due to their annual average rainfall being similar to that of Leongatha’s (1021mm). The selected data set has an average of 1017mm and includes a dry year (743mm) and a wet year (1240mm).

The six minute time step was chosen as it corresponds to the shortest travel time for stormwater within the subject site. This time step is generally used as it is the minimum and results in higher model accuracy.

Figure 8: MUSIC Rainfall Data from Warragul Rainfall Station

Table 7: Catchment Areas of Proposed Development

Fraction impervious values have been taken from the Infrastructure Design Manual adopted by South Gippsland Shire Council. For the purposes of MUSIC modelling the value of 0.70 for residential areas has been used for catchments A and C. Due to the large area of reserves in catchment B the coefficient of runoff has been lowered to 0.60.

Catchment Area (ha)

Fraction Impervious

Catchment A 4.721 0.70

Catchment B 24.527 0.60

Catchment C 33.533 0.70


Table 8: MUSIC Adopted Values Typical for Wetland and Sediment Basins

Characteristic Value

Low Flow Bypass (m3/s) 0

High Flow Bypass (m3/s)

Inlet Pond Volume (m3)

100

0

Extended Detention Depth (m) 0.35

Surface Area (m2) Varies

Permanent Pool Volume (m3) Varies

Exfiltration Rate (mm/hr) 0.36 (Heavy clay)

Evaporative Loss as % of PET 125

Equivalent Pipe Diameter (mm) Varies

Overflow Weir Width (m) 10

Notional Detention Time (hrs) Wetland: 72 hours

Sediment Basin: 12 hours

Table 9: Wetland and SB Node Sizes

Table 10: Other Node Sizes

WSUD Measure Length (m)

Bed Slope (%)

Depth (m)

Base Width (m)

Top Width (m)

Swale 430 2.20 0.5 4.0 11.0

5.2 MUSIC Model Results (treatment results and node sizes)

Using the above MUSIC inputs, the following treatment efficiencies have been determined for the proposed Development:

Asset Water Treatment Area (m2) Permanent Pool Volume (m3)

Wetland A 2,100 900

Wetland B 4,000 2,500

Wetland C 6,500 3,300

Sediment Basin A 300 250

Sediment Basin B 450 400

Sediment Basin C 450 400


Table 11: Catchment A MUSIC Treatment Results

Sources Residual Load % Reduction

Flow (ML/yr) 35.0 25.2 28.0

Total Suspended Solids (kg/yr) 7,190 483 93.3

Total Phosphorous (kg/yr) 14.4 2.34 83.8

Total Nitrogen (kg/yr) 102 33.9 66.6

Gross Pollutants (kg/yr) 1,333 0.0 100.0

Table 12: Catchment B MUSIC Treatment Results


Flow (ML/yr) 166 131 21.3

Total Suspended Solids (kg/yr) 34,200 1,960 94.3

Total Phosphorous (kg/yr) 68.7 13.2 80.7

Total Nitrogen (kg/yr) 470 214 54.5


Table 13: Catchment C MUSIC Treatment Results


Flow (ML/yr) 249 226 9.3


Total Phosphorous (kg/yr) 100 44.2 55.9

Total Nitrogen (kg/yr) 733 462 37.0


Table 14: Overall MUSIC Treatment Results


Flow (ML/yr) 447 351 21.5


Total Phosphorous (kg/yr) 182 58.3 68

Total Nitrogen (kg/yr) 1,290 698 45.7


As seen above the determined treatment efficiencies show that the preliminary asset sizing is adequate to achieve BPEMG for reduction of pollutants.


6 STAGING AND SEQUENCING

The C65 site is most likely to proceed with development ahead of the rest of the site due to the site already zoned GRZ1. The arrangement of sediment basin B and wetland B within an RB at the head of the proposed swale will allow the C65 site to proceed and meet treatment and detention requirements without relying on the remainder of the site to be re-zoned and developed. Therefore the C65 site can be considered as a stand-alone development, and Table 7 shows that the whole site can be treated to BPEMG targets.

The majority of sediment basin B and wetland B will be just outside of the C65 boundary. As the ultimate assets are intended to be installed as part of the development, this area will be under Council ownership, and discussions with Council will need to be had in order to negotiate handover of that area.


7 CONCLUSION

This report has identified an overall drainage management strategy and an interim drainage management strategy for the proposed residential development located at 77 Gibson Street, Leongatha.

The strategy provides a methodology for the management of stormwater on the subject site which would result in:

▪ Conveyance of external catchment flows through the site in accordance with the Council Safe

Floodway Criteria;

▪ Construction of drainage to meet the likely requirements of West Gippsland CMA and Council,

including 1 in 100 year ARI capacity road reserves and underground drainage for the 1 in 5

year ARI storm event as needed;

▪ Construction of Sediment Basins, Wetlands and Retarding Basin to meet the retardation and

overall water quality treatment.

▪ Identified likely staging of development and associated major drainage works.

The above strategy can be implemented and all of West Gippsland CMA and Council’s development requirements can be achieved, with no net effect on the downstream properties.

BEVERIDGE WILLIAMS & CO PTY LTD

Prepared by

Approved for issue by

Ben Jones

Design Engineer

Jacqueline Woodlock

Water Resources Engineer

Aram Manjikian

Manager Water Resources

Beveridge Williams A

APPENDIX A. Locality Plan

Acquired from DSE Interactive Maps

Site

Location


APPENDIX B. Indicative Subdivision Plan

Standard density lots within GRZ1 area

Existing contours (5m interval)

Site boundary (approx.)

Tree reserve / walkway reserve

Open space

Potential standard density lots

Potential drainage reserve

GRZ1 area

Potential open space

LEGEND

Internal title boundary (approx.)

FZ area

Proposed limit of construction

(GRZ1 Lots)

Pump station reserve

2.5m wide concrete shared path

Drainage reserve

Potential Local retail

Potential Unit Site

Notes:

· Only Lot 1 PS 404151 is currently zoned GRZ1. The remainder of the site is

currently zoned FZ.

· An indicative layout is shown to demonstrate the possibility of future

development subject to the required zoning changes and approvals.

· This plan is subject to Council approval.

· All dimensions and areas are subject to survey and final computations.

· Drainage reserves shown have been preliminarily sized for the treatment and

detention of stormwater to Council requirements. Pump station size is

indicative only. The layout and areas required will be subject to engineering

detail design and Council approval.

· Further investigation and approvals may be required for fire buffers, vegetation

retention and removal, site access and egress, required external road and

servicing works, and aboriginal and cultural heritage.

· Open space reserves shown within this development are indicative only and

subject to Council approval

· Arc dimensions shown are length of arc (not chord)

Site (Approx.)

62.791ha

Lot 1 PS 404151 (GRZ1)

11.993ha

Remainder of Site (FZ)

50.798ha

Proposed Lots within GRZ1

8.691ha

Potential Lots within FZ 28.692ha

Open Space

3.152ha

Drainage Reserve

6.371ha

Walkway

0.064ha

0.182ha

Pump station

Local retail

0.258ha

15.152ha

Roads

* Lot yield to be specified on the relevant Indicative Subdivision Plan for each stage

Potential Unit Site 0.229ha

Lot 1 PS 404151 ( Zoned GRZ1)

1

6

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1

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0.85ha

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0.70ha

Drainage

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3.02ha

Drainage Reserve

2.00ha

Reserve

2.45ha

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Future Leongatha

Township direction

potential

Lot 2 PS 404151

Land within the Leongatha

Structure Plan

(Currently Zoned FZ)

Lot 1 LP 212865 (PART)


Lot 1 PS 330446


Structure Plan

( Currently Zoned FZ)

Lot 2 PS 330446 (PART)

Land partially within the

Leongatha Structure Plan


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Subject to Council Approval

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Version No:

Warragul ph : 03 5623 2257


Beveridge Williams

development & environment consultants

Scale (A1):

(A3):

C:\USERS\GUYT\DOCUMENTS\1801419 - MURPHY, 77 GIBSON STREET LEONGATHA\_UD\00\CAD\1801419_UD_BASE01.DWG

Date:

Job No:

N

0 40 80 120 16040 200 240m

1:2000

1:4000

Whole of Site Development Plan

Shingler Street, Leongatha

"Shamrock Springs"

10.12.2018

16A

1801419

Existing contours (5m interval)

PS 404151C (LOT 1)

Drainage reserve

Lots <600m²

LEGEND

Open space


Lots 600m² min

Stage boundary

Stage numbers

X

Walkway

Lots >700m²

Notes:







Site - PS404151 (LOT 1)

11.993ha

* Standard Density Lots

8.691ha

Open Space

0.491ha

Drainage Reserve

0.024ha

2.724ha

* Roads

* Walkway

0.063ha

* Indicates inclusion in NDA

Lot Yield

(Standard Density)

134 lots @ 11.7 lots per ha

649m² average lot sizze

Total Number of Lots 134

Net Developable Area

11.478ha

121

111

114

113

112

630m²

630m²

630m²

630m²

700m²

700m²

700m²

700m²

700m²

700m²

700m²

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6

10

2

4

1

6

G

IB

S

O

N

S

T

R

E

E

T

S

H

IN

G

LE

R

S

T

R

E

E

T

H

IG

G

S

T

R

E

E

T

H

IL

L

V

IE

W

C

O

U

R

T

B

U

R

R

O

W

S

F

L

O

R

A

S

T

O

N

D

R

IV

E

W

A

Y

(E

xistin

g

)

603m²

577m²

590m²

603m²

603m²

603m²

603m²

603m²

610m²

624m²

624m²

611m²

611m²

624m²

577m²

603m²

603m²

536m²

603m²

603m²

590m²

577m²

603m²

590m²

603m²

536m²

603m²

603m²

630m²

630m²

630m²

630m²

630m²

630m²

630m²

630m²

630m²

630m²

630m²

630m²

657m²

700m²

657m²

700m²

630m²

630m²

122

123

124

610m²

610m²

206

205

207

208

209

219

218

217

216

221

220

301

302

303

304

305

314

310

311

312

313

327

326

325

324

323

503

504

505

506

507

508

509

510

511

306

307

308

309

512

427

426

425

424

423

422

421

403

404

405

406

409

410

411

412

413

414

415

417

521

522

523

524

525

526

590m²

577m²

222

223

420

419

418

520

519

518

517

502

501

513

514

515

516

402

401

322

224

225

226

227

228

229

230

202

203

204

201

321

320

319

318

317

316

315

215

700m²

700m²

214

110

109

108

107

106

105

104

103

102

101

408

407

1

6

1

6

1

6

1

6

1

6

1

6

5

1

5

.4

5

4

.

2

0

4

.

2

4

4

.

2

4

5

.

5

0

1

8

1

8

1

8

16

1

6

18

1

0

.0

3

2

0

3

5

1

0

.

4

6

2

0

3

5

2

0

3

5

20

4

.

2

41

7

16.50

35

16.50

1

7

3

2

4

.

2

4

14

4

1

.

7

0

4

.

2

4

4

.

2

0

9

.

5

3

3

2

4

.

2

4

3

7

11.48

5

.0

3

36.79

16.50

1

0

.

4

2

5

.

9

3

4

.

4

4

1

8

.6

7

11.19 1

7

34.01

4

.

2

4

18

3

5

18

3

5

1

8

35.90

4

.

2

4

1

4

17

38.90

18

1

8

38.90

1

4

4

.

2

4

35.90

1

7

38.90

1

8

1

8

35

1

8

18

3

5

18

3

5

1

8

18

3

5

1

8

18

35

1

8

1

8

35

1

8

3

5

1

8

3

5

1

8

35

1

8

3

5

1

8

1

8

3

5

18

1

8

3

5

1

8

3

5

1

8

35

1

8

4

.

2

4

4

.

2

5

18

3

5

1

8

3

5

1

8

35

1

8

4

.

2

4

3

2

38.89

3

8

.8

9

1

8

1

8

18

1

8

1

8

38.89

1

8

1

8

38.89

1

8

1

8

38.89

1

8

18

38.89

1

8

38.89

1

8

3

8

.8

9

18

1

8

33.50

18

33.50

1

8

33.50

16

33.50

1

8

33.50

18

1

8

33.50

3

5

1

7

3

2

4

.

2

4

14

16.50

1

6

.5

0

16.50

3

5

16.50

3

2

1

7

3

5

1

4

4

.

2

4

1

8

3

3

.5

0

33.50

18

1

8

1

6

33.50

16

33.50

1

8

33.50

1

8

1

8

3

3.5

0

3

7

14

4

.

2

4

3

4

17

16.50

16.50

16.50

3

7

16.50

3

4

4

.

2

4

1

4

3

7

1

7

3

4

4

.

2

4

1

4

1

7

3

7

16.50

16.50

33.50

1

8

33.50

1

8

33.50

33.50

18

33.50

1

8

33.50

4

.

2

4

1

8

3

3

.5

0

16.50

3

5

16.50

32

1

7

3

5

1

4

4

.

2

4

1

8

33.50

33.50

33.50

2

4

416

700m²

700m²

700m²

700m²

700m²

700m²

38.89

1

8

1

8

1

8

38.89

18

18

38.89

1

8

1

8

38.89

1

8

1

8

38.89

1

8

1

8

3

8

.8

9

1

8

684m²

854m²

1

9

3

9

.6

7

5

.9

9

2

4

.6

9

700m²

695m²

680m²

680m²

681m²

681m²

690m²

3

5

20

3

5

2

0

32

1

7

4

0

1

7

4

0

1

7

4

0

1

7

693m²

681m²

1

8

1

8

.4

1

8

.4

1

8

.4

18.75

15.81

18.4

18.4

18.4

18.25

37.01

37.01

3

7

.0

1

37.01

3

4

686m²

700m²

683m²

700m²

1

6

19.06

18.55

3

7

18.55

37

18.93

18.93

18.57

34

15.57

3

7

.5

3

7

.6

1

603m²

536m²

536m²

603m²

1

8

1

6

3

3

.5

33.5

1

8

1

6

1

8

1

8

1

8

1

8

1

6

3

6

5

.

6

6

36.19

2

5

.7

5

24.19

1

3

.

3

5

61.37

2570m²

861m²

698m²

621m²

621m²

621m²

621m²

621m²

621m²

689m²

665m²

665m²

692m²

622m²

622m²

700m²

700m²

700m²

16.89

19

1

9

1

6

.8

19.8

3

5

19

19

19.89

3

5

700m²

935m²

1

8

19.86

3

9

.6

2

38.89

38.89

1

8

38.89

1

8

1

6

16

26.17

3

8

.8

38.8

3

8

.8

3

8

.8

3

8

.8

3

8

.8

3

8

.8

38.8

18.02

1

8

16

1

6

1

6

1

6

3

3

.

1

8

4

2

.

0

5

3

8

.8

9

3

8

.8

9

9

.0

3

6

.9

8

1

0

.

5

3

3

5

G

IB

S

O

N

S

T

R

E

E

T

(U

p

g

ra

d

e

/C

o

n

stru

ctio

n

R

e

q

u

ire

d

)

1

6

603m²

120

119

118

117

116

115

210

211

212

1

6

16

1

6

1

6

16

1

6

660m²

661m²

3

5

1

9

32

1

6

.0

5

18

.8

6

18.86

3

5

213

604m²

604m²

604m²

605m²

605m²

606m²

600m²

600m²

1

6

16

3

7

.5

37.69

3

7

.5

37.71

3

7

.5

37.74

37.76

675m²

675m²

600m²

602m²

678m²

678m²

1

6

1

8

18

1

8

1

8

1

6

37.5

1

6

18

1

8

1

6

1

6

37.5

37.63

37.66

37.79

37.81

3

7

.8

4

1

6

1

6

1

6

675m²

700m²

1

8

3

7

.5

0.26

17.74

672m²

838m²

27.89

32.11

4

7

.

5

4

3

8

30.01

665m²

665m²

1

9

1

9

35

1

9

1

9

3

4

.

8

2

1

0

.

2

0

11.35

4

.

6

2

1

0

.2

0

2

28.21

35

7

.

9

5

1

2

5

4

3

2338m²

Proposed limit of

construction

Drainage

Reserve

1

6

665m²

675m²

625m²

665m²

19.29

1

9

19

19.29

2

.5

3

35

1

9

To be included in

future development.

Stage 3

Stage 5

TOTAL number of lots

26

27

134

Stage 4

Total

27

Stage 124

Stage 230

Date:

NVersion No:

Warragul ph : 03 5623 2257


Beveridge Williams

development & environment consultants

Scale (A1):

(A3):Version Date Description Drafted Approved

C:\USERS\GUYT\DOCUMENTS\1801419 - MURPHY, 77 GIBSON STREET LEONGATHA\_UD\00\CAD\1801419_UD_BASE01.DWG

Date:

Job No:

15

15

17.01.2019Plan updated, staging added

T. Guy

Indicative Subdivision & Staging Plan - PS 404151 (Lot 1)

Shingler Street, Leongatha

"Shamrock Springs"

17.01.2019

1801419

0 20 40 60 8020 100 120m

1:1000

1:2000


APPENDIX C. Catchment Plans


Site (Approx.)

62.791ha

Lot 1 PS 404151 (GRZ1) 11.993ha


50.798ha


8.691ha


Open Space

3.152ha

Drainage Reserve

6.371ha

Walkway

0.064ha

1

0

0

9

5

7

5

Notes:


currently zoned FZ.















1

0

0

9

5

6

5

9

0

8

5

7

0

8

0

6

0

5

5

5

0

45

6

0

6

0

5

0

70

5

5

65

7

5

6

0

6

0

85

8

0

8

0

8

5

9

0

8

0

90

7

5

80

6

0

7

0

7

5

8

5

8

5

46

8

5

6

5

55

8

5

7

0

75

55

9

0

8

0


Potential drainage reserve

Future Leongatha

Township direction

potential

Lot 2 PS 404151


Structure Plan




Lot 1 PS 330446


Structure Plan






0.182ha

Pump station

Notes:


currently zoned FZ.
















Local retail

0.258ha

15.152ha

Roads

Proposed area to be rezoned GRZ1

Proposed Lots

Open Space

Drainage Reserve

Pump station

Roads






Potential Unit Site


Local retail

A4.016ha

B11.474ha

E7.764ha

G12.354ha

C8.760ha

D5.715ha

F9.208ha

H3.522ha

NOT TO SCALE NBeveridge Williams

Scale

Project Ref Drawing No Rev

Project

DrawingTitle

Drawn

DesignedDate

ApprovedDate Stage No

PS Number

Details

K:\Jobs Data\1801419 - Murphy, 77 Gibson Street Leongatha\_Wat\Drawings\SWMS\1801419-SWMS-LAY.dwg

© COPYRIGHT All rights reservedBeveridge Williams & Co. Pty Ltd has granted a licence to the principle to use this document for its intended purpose.No unauthorised copying is permitted

ofSheet

REV DESCRIPTION DATE DRN. APP. REV DESCRIPTION DATE DRN. APP.

PRELIMINARY PRINTNOT FOR CONSTRUCTION

1700204 SWMS 011 A

225 GAP ROAD, VENTNORHOMY APARTMENTS PTY LTDBASS COAST SHIRE COUNCILRORB PRE-DEVELOPED CATCHMENTS

J.WOODLOCK09.07.18

J.WOODLOCK

A.MANJIKIAN10.07.18

1 Glenferrie RoadMalvern VIC 3144ph: 03 9524 8888www.beveridgewilliams.com.auA ISSUED TO CLIENT 10.07.18 JW AM

01 01


Site (Approx.)

62.791ha

Lot 1 PS 404151 (GRZ1)

11.993ha


50.798ha


8.691ha


Open Space

3.152ha

Drainage Reserve

6.371ha

Walkway

0.064ha

Drainage Reserve

0.85ha

Reserve

0.70ha

Drainage

Reserve

3.02ha

Drainage Reserve

2.00ha

Reserve

2.45ha

(E

xistin

g

)

1

0

0

N

o V

ehicle A

cccess

N

o V

ehicle A

cccess

9

5

7

5

Notes:


currently zoned FZ.















1

0

0

W

alk

w

a

y 0

.06

ha

9

5

6

5

9

0

8

5

7

0

8

0

6

0

5

5

5

0

45

6

0

6

0

5

0

70

5

5

65

7

5

6

0

6

0

85

8

0

8

0

8

5

9

0

8

0

90

7

5

80

6

0

7

0

7

5

8

5

8

5

46

8

5

6

5

55

8

5

7

0

75

55

9

0

8

0


Future Leongatha

Township direction

potential

Lot 2 PS 404151


Structure Plan




Lot 1 PS 330446


Structure Plan






Pump Station

0.18ha

0.182ha

Pump station

Local Retail

0.26ha

Notes:


currently zoned FZ.
















Local retail

0.258ha

15.152ha

Roads

Proposed area to be rezoned GRZ1

28.825ha

Proposed Lots

15.690ha

Open Space 1.896ha

Drainage Reserve

3.846ha

0.182ha

Pump station

6.953ha

Roads




Reserve

Proposed Future Unit Site -

Subject to Council Approval

0.20ha


Potential Unit Site

0.258ha


Local retail

Drainage

Reserve

0.50ha

1

2

3

1

6

16

16

1

6

1

6

1

6

1

6

16

1

6

2

2

.5

1

6

16

24

16

2

4

16

24

2

4

2

4

1

6

2

4

1

6

1

6

16

16

1

6

16

1

6

1

6

16

27

16

60

1

0

24

6

0

1

4

.5

16

1

6

1

6

1

6

1

6

1

6

6

0

1

6

1

6

1

6

1

6

1

6

1

6

1

6

1

6

1

6

1

6

1

6

2

3

4

G

IB

S

O

N

S

T

R

E

E

T

G

IB

S

O

N

S

T

R

E

E

T

G

IB

S

O

N

S

T

R

E

E

T

S

H

IN

G

LE

R

S

T

R

E

E

T

(U

p

g

ra

d

e

/C

o

n

stru

ctio

n

R

e

q

u

ire

d

)

W

O

R

T

H

Y

S

T

R

E

E

T

H

IG

G

S

T

R

E

E

T

H

IL

L

V

IE

W

C

O

U

R

T

B

U

R

R

O

W

S

F

L

O

R

A

S

T

O

N

D

R

IV

E

W

A

Y

(E

xistin

g

)

B

R

O

W

N

S

T

R

E

E

T

24

2570m²

G

IB

S

O

N

S

T

R

E

E

T

(U

p

g

ra

d

e

/C

o

n

stru

ctio

n

R

e

q

u

ire

d

)

1

2

5

4

3

2338m²

Proposed limit of

construction

Drainage

Reserve

To be included in

future development.

B11.478ha

C7.824ha

D6.101ha

E12.165ha

F8.482ha

G12.612ha

A4.126ha

NOT TO SCALE NBeveridge Williams

Scale

Project Ref Drawing No Rev

Project

DrawingTitle

Drawn

DesignedDate

ApprovedDate Stage No

PS Number

Details

K:\Jobs Data\1801419 - Murphy, 77 Gibson Street Leongatha\_Wat\Drawings\SWMS\1801419-SWMS-LAY.dwg

© COPYRIGHT All rights reservedBeveridge Williams & Co. Pty Ltd has granted a licence to the principle to use this document for its intended purpose.No unauthorised copying is permitted

ofSheet

REV DESCRIPTION DATE DRN. APP. REV DESCRIPTION DATE DRN. APP.

PRELIMINARY PRINTNOT FOR CONSTRUCTION

1700204 SWMS 012 A

225 GAP ROAD, VENTNORHOMY APARTMENTS PTY LTDBASS COAST SHIRE COUNCILRORB POST DEVELOPED CATCHMENTS

J.WOODLOCK09.07.18

J.WOODLOCK

A.MANJIKIAN10.07.18

1 Glenferrie RoadMalvern VIC 3144ph: 03 9524 8888www.beveridgewilliams.com.auA ISSUED TO COUNCIL 10.07.18 JW AM

01 01


APPENDIX D. RORB Modelling results

1801419-RORB-PostDeveloped-noRB_mc for report.out.txt

RORBWin Monte-Carlo Run Summary

*******************************

Program version 6.42 (last updated 19th Dec 2018)

Copyright Monash University and Hydrology and Risk Consulting

Date run: 24 Jan 2019 14:43

Catchment file : K:\Jobs Data\1801419 - Murphy, 77 Gibson Street Leongatha\_Wat\Models\RORB\Post Dev\Without Detention\1801419-RORB-PostDeveloped-noRB.catg

Rainfall location: ARR2016 user defined

Spatial pattern : Uniform

Areal Red. Fact. : Based on ARR 2016 (Book 2 Chapter 4)

Loss factors : Constant with ARI

Temporal pattern : Point temporal patterns Monte-Carlo sampled from K:\Jobs Data\1801419 - Murphy, 77 Gibson Street Leongatha\_Wat\Models\RORB\Rainfall

Data\1801419-SWMS-RORB-SSmainland_Increments.csv based on AEP bins

Duration(hr) 1.0 2.0 3.0 6.0 12.0 24.0 48.0 72.0 96.0 120.0 144.0 168.0

Num avail 30 30 30 30 30 30 30 30 30 30 30 30

Pre-burst has been applied.

Parameters: kc = 2.84 m = 0.80

Loss parameters Initial loss (mm) Cont. loss (mm/h)

22.00 5.60

Results for Storm Duration of 1 hour

~~~~~~~~~~~~~~~~~~~~~~~~~~~~~~~~~~~~~~

Rorb model check run completed OK:

No. of time increments in run = 71

Number of incs in rainfall burst = 42

Number of sub- & intrstn-areas = 7 1

Number of hydrographs to track = 6

Monte-Carlo sampling undertaken using 20 runs over each rainfall interval,

where the rainfall distribution is discretised into 50 intervals.

Label Description

----- -----------

Div Number of discretised rainfall interval

Run Number of run within given rainfall interval

ARI ARI of stochastic rainfall depth

Depth Depth (mm) of stochastic design rainfall burst

TPat Rank of temporal pattern selected from *_mc.pat file for given duration

Pb Pre-burst depth (mm) applied to design storm.

I.L. Stochastic factor applied to initial loss parameter

IL_F ARI-dependent deterministic factors applied to initial loss parameter

LR_F ARI-dependent deterministic factors applied to loss rate parameter

Peak 01 Calculated hydrograph, B

Peak 02 Calculated hydrograph, B,C,D

Peak 03 Calculated hydrograph, A

Peak 04 Calculated hydrograph, A,B,C,D

Peak 05 Calculated hydrograph, E,F,G

Peak 06 Calculated hydrograph, Total site

Page 1


Summary of Runs for Critical Duration Analysis

~~~~~~~~~~~~~~~~~~~~~~~~~~~~~~~~~~~~~~~~~~~~~~

Peak 01: Calculated hydrograph, B

Num AEP (1:Y) 1 hour 2 hour 3 hour 6 hour 12 hour 24 hour 48 hour 72 hour 96 hour 120 hour 144 hour 168 hour Maximum Tcrit

1 2 0.40 0.33 0.25 0.16 0.12 0.04 0.04 0.00 0.00 0.00 0.00 0.00 0.402 1 hour

2 5 0.65 0.52 0.43 0.32 0.21 0.11 0.10 0.04 0.02 0.06 0.06 0.06 0.650 1 hour

3 10 0.81 0.69 0.55 0.40 0.28 0.15 0.13 0.08 0.08 0.10 0.10 0.11 0.807 1 hour

4 20 0.96 0.90 0.68 0.51 0.35 0.19 0.16 0.11 0.13 0.12 0.13 0.14 0.957 1 hour

5 50 1.17 1.28 0.88 0.72 0.49 0.29 0.23 0.15 0.18 0.15 0.17 0.20 1.280 2 hour

6 100 1.38 1.45 1.07 0.95 0.63 0.36 0.29 0.18 0.24 0.19 0.19 0.24 1.454 2 hour

7 200 1.71 1.59 1.25 1.11 0.76 0.45 0.36 0.26 0.28 0.23 0.21 0.30 1.705 1 hour

8 500 2.15 1.90 1.53 1.31 0.98 0.56 0.43 0.33 0.35 0.29 0.26 0.36 2.150 1 hour

9 1000 2.49 2.29 1.77 1.57 1.18 0.67 0.52 0.40 0.43 0.35 0.31 0.43 2.494 1 hour

Peak 02: Calculated hydrograph, B,C,D


1 2 0.23 0.22 0.19 0.14 0.10 0.04 0.02 0.00 0.00 0.00 0.00 0.00 0.229 1 hour

2 5 0.37 0.37 0.33 0.28 0.22 0.12 0.11 0.01 0.06 0.05 0.02 0.08 0.371 1 hour

3 10 0.48 0.50 0.45 0.39 0.29 0.17 0.15 0.08 0.10 0.10 0.12 0.13 0.499 2 hour

4 20 0.61 0.67 0.58 0.51 0.39 0.21 0.20 0.13 0.14 0.13 0.17 0.17 0.673 2 hour

5 50 0.79 0.88 0.78 0.69 0.56 0.34 0.32 0.18 0.22 0.19 0.21 0.25 0.884 2 hour

6 100 0.97 1.01 0.95 0.86 0.70 0.43 0.42 0.25 0.33 0.28 0.23 0.33 1.010 2 hour

7 200 1.20 1.21 1.16 1.05 0.92 0.55 0.51 0.34 0.45 0.38 0.30 0.43 1.215 2 hour

8 500 1.55 1.54 1.49 1.32 1.14 0.72 0.65 0.47 0.58 0.48 0.40 0.54 1.550 1 hour

9 1000 1.90 1.90 1.82 1.64 1.38 0.87 0.80 0.58 0.72 0.63 0.50 0.66 1.905 1 hour

Peak 03: Calculated hydrograph, A


1 2 0.12 0.10 0.08 0.06 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.117 1 hour

2 5 0.19 0.16 0.14 0.10 0.06 0.00 0.00 0.00 0.00 0.00 0.02 0.02 0.188 1 hour

3 10 0.23 0.21 0.17 0.13 0.09 0.03 0.00 0.00 0.03 0.00 0.04 0.04 0.234 1 hour

4 20 0.28 0.28 0.22 0.16 0.12 0.06 0.00 0.02 0.05 0.00 0.05 0.06 0.282 2 hour

5 50 0.35 0.38 0.28 0.23 0.16 0.10 0.01 0.05 0.07 0.03 0.07 0.08 0.382 2 hour

6 100 0.42 0.43 0.34 0.30 0.20 0.12 0.10 0.07 0.09 0.05 0.08 0.09 0.434 2 hour

7 200 0.52 0.48 0.41 0.35 0.25 0.15 0.13 0.09 0.10 0.08 0.09 0.10 0.520 1 hour

8 500 0.67 0.58 0.51 0.43 0.32 0.19 0.15 0.12 0.12 0.10 0.10 0.12 0.668 1 hour

9 1000 0.78 0.71 0.58 0.50 0.39 0.23 0.18 0.14 0.15 0.13 0.11 0.15 0.777 1 hour

Peak 04: Calculated hydrograph, A,B,C,D


1 2 0.35 0.32 0.26 0.18 0.14 0.08 0.06 0.00 0.02 0.05 0.00 0.00 0.346 1 hour

2 5 0.55 0.53 0.46 0.37 0.28 0.16 0.14 0.07 0.09 0.10 0.07 0.09 0.551 1 hour

3 10 0.71 0.69 0.62 0.51 0.38 0.22 0.19 0.11 0.13 0.13 0.15 0.16 0.706 1 hour

4 20 0.88 0.94 0.78 0.66 0.50 0.27 0.25 0.16 0.18 0.18 0.20 0.21 0.942 2 hour

5 50 1.13 1.25 1.03 0.90 0.72 0.43 0.39 0.22 0.29 0.24 0.26 0.30 1.248 2 hour

6 100 1.39 1.41 1.25 1.11 0.88 0.53 0.51 0.31 0.42 0.35 0.29 0.40 1.415 2 hour

7 200 1.70 1.68 1.53 1.35 1.14 0.68 0.63 0.42 0.54 0.45 0.37 0.51 1.702 1 hour

8 500 2.21 2.09 1.95 1.68 1.44 0.88 0.79 0.58 0.69 0.57 0.49 0.65 2.213 1 hour

9 1000 2.68 2.55 2.35 2.07 1.76 1.08 0.99 0.68 0.87 0.74 0.61 0.78 2.681 1 hour

Peak 05: Calculated hydrograph, E,F,G


1 2 0.44 0.50 0.44 0.31 0.24 0.09 0.07 0.04 0.02 0.00 0.00 0.03 0.497 2 hour

Page 2


2 5 0.73 0.81 0.73 0.58 0.45 0.26 0.23 0.11 0.16 0.15 0.16 0.16 0.809 2 hour

3 10 0.96 1.07 0.94 0.78 0.60 0.34 0.31 0.19 0.22 0.22 0.25 0.26 1.072 2 hour

4 20 1.21 1.42 1.19 1.00 0.78 0.42 0.40 0.27 0.29 0.28 0.33 0.33 1.416 2 hour

5 50 1.58 1.75 1.57 1.30 1.08 0.65 0.63 0.36 0.44 0.37 0.41 0.44 1.749 2 hour

6 100 1.92 2.05 1.98 1.60 1.35 0.82 0.80 0.47 0.61 0.51 0.44 0.59 2.053 2 hour

7 200 2.42 2.50 2.37 1.97 1.69 1.01 0.96 0.62 0.78 0.65 0.54 0.75 2.504 2 hour

8 500 3.11 3.18 2.98 2.44 2.13 1.28 1.13 0.81 0.98 0.79 0.71 0.93 3.180 2 hour

9 1000 3.86 3.78 3.44 2.99 2.43 1.55 1.43 0.95 1.19 0.98 0.82 1.08 3.858 1 hour

Peak 06: Calculated hydrograph, Total site


1 2 0.75 0.80 0.68 0.49 0.38 0.14 0.13 0.07 0.04 0.08 0.07 0.06 0.800 2 hour

2 5 1.22 1.31 1.15 0.94 0.73 0.41 0.37 0.17 0.24 0.24 0.24 0.25 1.307 2 hour

3 10 1.59 1.72 1.53 1.28 0.95 0.55 0.49 0.30 0.34 0.35 0.41 0.42 1.720 2 hour

4 20 2.00 2.30 1.93 1.62 1.27 0.68 0.63 0.42 0.47 0.45 0.54 0.55 2.302 2 hour

5 50 2.63 2.89 2.56 2.16 1.80 1.07 1.00 0.58 0.72 0.61 0.67 0.74 2.885 2 hour

6 100 3.20 3.36 3.18 2.69 2.22 1.34 1.31 0.78 1.03 0.86 0.73 0.98 3.356 2 hour

7 200 4.02 4.11 3.85 3.31 2.85 1.66 1.59 1.03 1.34 1.11 0.91 1.26 4.114 2 hour

8 500 5.11 5.18 4.84 4.12 3.57 2.15 1.91 1.39 1.67 1.36 1.19 1.60 5.176 2 hour

9 1000 6.40 6.17 5.74 5.04 4.25 2.62 2.42 1.64 2.03 1.73 1.43 1.86 6.404 1 hour

Elapsed Run Time (hh:mm:ss) = 00:00:07

Page 3

1801419-RORB-PreDeveloped_mc for report.out.txt

RORBWin Monte-Carlo Run Summary

*******************************

Program version 6.42 (last updated 19th Dec 2018)

Copyright Monash University and Hydrology and Risk Consulting

Date run: 24 Jan 2019 11:05

Catchment file : K:\Jobs Data\1801419 - Murphy, 77 Gibson Street Leongatha\_Wat\Models\RORB\Pre Dev\1801419-RORB-PreDeveloped.catg

Rainfall location: ARR2016 user defined

Spatial pattern : Uniform

Areal Red. Fact. : Based on ARR 2016 (Book 2 Chapter 4)

Loss factors : Constant with ARI

Temporal pattern : Point temporal patterns Monte-Carlo sampled from K:\Jobs Data\1801419 - Murphy, 77 Gibson Street Leongatha\_Wat\Models\RORB\Rainfall

Data\1801419-SWMS-RORB-SSmainland_Increments.csv based on AEP bins

Duration(hr) 1.0 2.0 3.0 6.0 12.0 24.0 48.0 72.0 96.0 120.0 144.0 168.0

Num avail 30 30 30 30 30 30 30 30 30 30 30 30

Pre-burst has been applied.

Parameters: kc = 2.08 m = 0.80

Loss parameters Initial loss (mm) Cont. loss (mm/h)

22.00 5.60

Rorb model check run completed OK:

No. of time increments in run = 71

Number of incs in rainfall burst = 42

Number of sub- & intrstn-areas = 8 1

Number of hydrographs to track = 5

Monte-Carlo sampling undertaken using 20 runs over each rainfall interval,

where the rainfall distribution is discretised into 50 intervals.

Label Description

----- -----------

Div Number of discretised rainfall interval

Run Number of run within given rainfall interval

ARI ARI of stochastic rainfall depth

Depth Depth (mm) of stochastic design rainfall burst

TPat Rank of temporal pattern selected from *_mc.pat file for given duration

Pb Pre-burst depth (mm) applied to design storm.

I.L. Stochastic factor applied to initial loss parameter

IL_F ARI-dependent deterministic factors applied to initial loss parameter

LR_F ARI-dependent deterministic factors applied to loss rate parameter

Peak 01 Calculated hydrograph, B,C,D

Peak 02 Calculated hydrograph, E,F,G

Peak 03 Calculated hydrograph, A

Peak 04 Calculated hydrograph, H

Peak 05 Calculated hydrograph, Total site

Summary of Runs for Critical Duration Analysis

Page 1


~~~~~~~~~~~~~~~~~~~~~~~~~~~~~~~~~~~~~~~~~~~~~~

Peak 01: Calculated hydrograph, B,C,D


1 2 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.000

2 5 0.00 0.00 0.08 0.08 0.06 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.082 6 hour

3 10 0.11 0.13 0.15 0.14 0.10 0.00 0.04 0.00 0.00 0.00 0.00 0.03 0.148 3 hour

4 20 0.16 0.21 0.22 0.21 0.16 0.04 0.09 0.00 0.00 0.00 0.02 0.07 0.223 3 hour

5 50 0.24 0.29 0.35 0.34 0.31 0.17 0.15 0.07 0.09 0.00 0.08 0.12 0.347 3 hour

6 100 0.32 0.37 0.50 0.45 0.45 0.24 0.21 0.13 0.18 0.14 0.12 0.20 0.502 3 hour

7 200 0.41 0.54 0.64 0.62 0.59 0.32 0.28 0.21 0.30 0.22 0.15 0.28 0.642 3 hour

8 500 0.57 0.75 0.88 0.84 0.83 0.49 0.47 0.34 0.43 0.31 0.23 0.38 0.883 3 hour

9 1000 0.78 0.95 1.12 1.04 1.00 0.62 0.63 0.46 0.50 0.43 0.32 0.49 1.121 3 hour

Peak 02: Calculated hydrograph, E,F,G


1 2 0.00 0.02 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.022 2 hour

2 5 0.11 0.17 0.15 0.13 0.09 0.01 0.00 0.00 0.00 0.00 0.00 0.00 0.172 2 hour

3 10 0.23 0.31 0.27 0.23 0.17 0.06 0.04 0.00 0.00 0.00 0.00 0.04 0.307 2 hour

4 20 0.34 0.44 0.40 0.33 0.25 0.10 0.13 0.00 0.05 0.00 0.01 0.09 0.438 2 hour

5 50 0.49 0.62 0.59 0.52 0.43 0.23 0.21 0.00 0.11 0.00 0.11 0.15 0.622 2 hour

6 100 0.66 0.80 0.80 0.69 0.62 0.33 0.29 0.15 0.21 0.18 0.15 0.25 0.803 3 hour

7 200 0.84 0.97 1.03 0.91 0.82 0.42 0.38 0.25 0.37 0.27 0.19 0.35 1.029 3 hour

8 500 1.15 1.32 1.36 1.28 1.10 0.63 0.59 0.41 0.53 0.38 0.28 0.47 1.359 3 hour

9 1000 1.53 1.67 1.66 1.51 1.34 0.80 0.78 0.52 0.63 0.53 0.39 0.60 1.671 2 hour

Peak 03: Calculated hydrograph, A


1 2 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.10 0.10 0.10 0.00 0.101 96 hour

2 5 0.00 0.02 0.03 0.00 0.00 0.00 0.00 0.00 0.10 0.10 0.10 0.00 0.101 96 hour

3 10 0.00 0.07 0.07 0.02 0.00 0.00 0.00 0.00 0.10 0.10 0.10 0.00 0.101 96 hour

4 20 0.04 0.11 0.09 0.06 0.03 0.00 0.00 0.01 0.10 0.10 0.10 0.00 0.105 2 hour

5 50 0.13 0.15 0.13 0.11 0.09 0.01 0.03 0.03 0.10 0.10 0.10 0.00 0.147 2 hour

6 100 0.17 0.19 0.17 0.14 0.12 0.04 0.06 0.05 0.10 0.10 0.10 0.00 0.191 2 hour

7 200 0.21 0.23 0.22 0.19 0.16 0.07 0.08 0.06 0.10 0.10 0.10 0.00 0.226 2 hour

8 500 0.28 0.30 0.28 0.26 0.21 0.11 0.10 0.08 0.10 0.10 0.10 0.05 0.298 2 hour

9 1000 0.37 0.36 0.33 0.31 0.26 0.14 0.13 0.09 0.11 0.10 0.10 0.09 0.375 1 hour

Peak 04: Calculated hydrograph, H


1 2 0.00 0.01 0.00 0.00 0.00 0.00 0.00 0.10 0.10 0.10 0.10 0.00 0.101 96 hour

2 5 0.00 0.05 0.00 0.00 0.00 0.00 0.00 0.10 0.10 0.10 0.10 0.00 0.101 96 hour

3 10 0.00 0.07 0.00 0.00 0.00 0.00 0.00 0.10 0.10 0.10 0.10 0.00 0.101 96 hour

4 20 0.00 0.09 0.00 0.00 0.01 0.00 0.00 0.10 0.10 0.10 0.10 0.00 0.101 96 hour

5 50 0.04 0.12 0.08 0.07 0.06 0.00 0.03 0.10 0.10 0.10 0.10 0.00 0.116 2 hour

6 100 0.13 0.15 0.14 0.11 0.10 0.02 0.05 0.10 0.10 0.10 0.10 0.00 0.147 2 hour

7 200 0.16 0.18 0.17 0.15 0.13 0.05 0.07 0.10 0.10 0.10 0.10 0.00 0.176 2 hour

8 500 0.22 0.23 0.23 0.21 0.17 0.09 0.09 0.10 0.10 0.10 0.10 0.04 0.233 2 hour

9 1000 0.29 0.29 0.27 0.25 0.21 0.12 0.11 0.10 0.10 0.10 0.10 0.07 0.288 2 hour

Peak 05: Calculated hydrograph, Total site


1 2 0.00 0.00 0.00 0.03 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.027 6 hour

2 5 0.17 0.28 0.25 0.24 0.15 0.02 0.00 0.00 0.00 0.00 0.00 0.00 0.284 2 hour

3 10 0.37 0.53 0.45 0.42 0.29 0.10 0.12 0.00 0.03 0.01 0.00 0.09 0.528 2 hour

4 20 0.55 0.75 0.70 0.61 0.47 0.18 0.26 0.07 0.09 0.08 0.09 0.16 0.747 2 hour

5 50 0.80 1.06 1.04 0.96 0.83 0.45 0.41 0.16 0.22 0.15 0.23 0.30 1.057 2 hour

Page 2


6 100 1.07 1.36 1.46 1.28 1.21 0.63 0.57 0.32 0.44 0.38 0.31 0.51 1.458 3 hour

7 200 1.38 1.72 1.85 1.71 1.60 0.82 0.74 0.51 0.77 0.55 0.38 0.72 1.855 3 hour

8 500 1.86 2.41 2.50 2.36 2.16 1.24 1.16 0.83 1.09 0.76 0.57 0.99 2.500 3 hour

9 1000 2.53 2.96 3.13 2.85 2.65 1.60 1.56 1.10 1.27 1.07 0.77 1.26 3.133 3 hour

Elapsed Run Time (hh:mm:ss) = 00:00:32

Page 3


APPENDIX E. Stormwater Management Arrangement Concept Plan


APPENDIX F. 100 year ARI overland flow paths

1

0

0

1

0

0

9

5

9

5

90

8

5

7

5

8

0

7

0

6

5

6

0

5

5

5

0

45

6

0

5

5

5

0

6

0

6

0

6

0

6

5

70

7

5

8

0

8

5

9

0

85

80

8

0

7

5

8

5

9

0

7

0

7

5

8

0

85

drainage

reserve

drainage

reserve

native tree to

be retained

utilise existing

main drainage

line for WSUD

G

IB

S

O

N

S

T

R

E

E

T

O

LD

K

O

R

U

M

B

U

R

R

A

R

O

A

D

R

O

Y

A

L

AutoCAD SHX Text

B

AutoCAD SHX Text

B

AutoCAD SHX Text

B

AutoCAD SHX Text

B

AutoCAD SHX Text

100 YR STORMWATER FLOW

AutoCAD SHX Text

HIGH POINT

AutoCAD SHX Text

SAG POINT

AutoCAD SHX Text

LEGEND:

AutoCAD SHX Text

N

AutoCAD SHX Text

0

AutoCAD SHX Text

20

AutoCAD SHX Text

40

AutoCAD SHX Text

80

AutoCAD SHX Text

SCALE 1:500 (A1)

AutoCAD SHX Text

CONTOUR INTERVAL 1.00m

AutoCAD SHX Text

120

AutoCAD SHX Text

200

AutoCAD SHX Text

160

AutoCAD SHX Text

100 YEAR FLOW PATH

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