Lot 318 DP1091621, Anderson Drive, Paxton Stormwater Drainage

Lot 318 DP1091621,

Anderson Drive, Paxton

Stormwater Drainage

Strategy

Coops (NSW) Pty Ltd

Revision: 2

Version Date: 8 th October 2013

Geoff Craig & Associates Pty Ltd

ABN 92 086 017 745

1 Hartley Drive

Thornton NSW 2322

PO Box 3337

Thornton NSW 2322

Australia

T: (02) 4964 1811

F: (02) 4964 1822

Lot 318 DP1091621, Anderson Drive, Paxton

Stormwater Drainage Strategy

Revision

1

2

Description

Original Issue

Client Comments

AA

AA

Author

08.08.13

08.10.13

AS

SJH

Review

14.08.13

08.10.13

IH

IH

Approved

© GCA Engineering Solutions (GCA) [2013].

The copyright in the drawings, information and data recorded in this document (the information) is owned by GCA Engineering

Solutions (GCA). This document and the information are solely for the use of the authorised recipient and this document may not be used, copied or reproduced in whole or part for any purpose other than that for which it was supplied by GCA. GCA makes no representation, undertakes no duty and accepts no responsibility to any third party who may choose to use or rely upon this document or the information.

13237C Anderson Drive, Paxton Drainage Strategy r1 Page i



Contents

Page Number

List of acronyms ................................................................................................................................... iv

1.

INTRODUCTION .............................................................................................................................. 1

1.1

Background

1.2

Site Description

1.3

Objectives

1.4

Drainage Catchment

1.5

Available Data

2.

METHODOLOGY ............................................................................................................................. 6

1

1

1

4

5

2.1

Hydrology and Hydraulics

2.2

Water Quality

6

6

3.

HYDROLOGY .................................................................................................................................. 7

3.1

Existing Hydrology

3.1.1

Catchment Plan

3.1.2

Design Rainfall

3.1.3

Probabilistic Rational Method

3.1.4

DRAINS Model

3.1.5

Existing State Peak Discharges

3.2

Developed Hydrology

3.2.1

DRAINS

3.2.2

Model parameters

3.2.3

Developed State Peak Discharges

4.

HYDRAULICS ................................................................................................................................ 14

9

11

12

12

7

7

7

9

12

12

4.1

Culvert Details

4.2

Peak Flow

4.3

Headwater Depth

4.4

Building floor levels and identified engineering solutions

14

14

15

15

5.

WATER QUALITY .......................................................................................................................... 17

6.

SUMMARY AND CONCLUSIONS.................................................................................................. 19

7.

REFERENCES ............................................................................................................................... 20

13237C Anderson Drive, Paxton Drainage Strategy r1 Page ii



Contents

Page Number

List of acronyms ......................................................................................................................................... iv

1.

INTRODUCTION ................................................................................................................................... 1

1.1

Background

1.2

Site Description

1.3

Objectives

1.4

Drainage Catchment

1.5

Available Data

2.

METHODOLOGY .................................................................................................................................. 6

2.1


2.2

Water Quality

6

6

3.

HYDROLOGY ........................................................................................................................................ 7

1

1

1

4

5

3.1

Existing Hydrology

3.1.1

Catchment Plan

3.1.2

Design Rainfall

3.1.3

Probabilistic Rational Method

3.1.4

DRAINS Model

3.1.5

Existing State Peak Discharges

3.2

Developed Hydrology

3.2.1

DRAINS

3.2.2

Model parameters

3.2.3

Developed State Peak Discharges

4.

HYDRAULICS ..................................................................................................................................... 14

4.1

Culvert Details

4.2

Peak Flow

4.3

Headwater Depth

4.4

Building floor levels and identified engineering solutions

14

14

15

15

5.

WATER QUALITY ............................................................................................................................... 17

9

11

12

12

7

7

7

9

12

12

6.

SUMMARY AND CONCLUSIONS ...................................................................................................... 19

7.

REFERENCES .................................................................................................................................... 20

13237C Anderson Drive, Paxton Drainage Strategy r1 Page ii



List of tables

Table 1: Coefficient of roughness value adopted in the probabilistic rational method calculations

Table 2: Storage and loss parameter values adopted in the DRAINS hydrological models

Table 3: Roughness parameter values adopted in the DRAINS models

Table 4: Impervious area percentage values adopted in the DRAINS models

Table 5: Comparison of PRM and DRAINS Peak Discharge Estimates at Culvert No.2 (Millfield

Road)

Table 6: Model results for ‘existing’ state

Table 7: Roughness parameter values adopted in the DRAINS models

Table 8: Impervious area percentage values adopted in the DRAINS models

Table 9: Model results for ‘developed’ state for Culvert No.1 (Private Driveway)

Table 10: Model results for ‘developed’ state for Culvert No.2 (Millfield Road)

Table 11: Culvert No.1 Details

Table 12: Peak flow rate estimates at existing Culvert No. 1 (Existing and Development

Conditions)

Table 13: Peak flow and Head Water Depth at Existing Culvert No. 1

List of figures

Figure 1: Locality Plan

Figure 2: Proposed Subdivision Layout

Figure 3: Catchment Plan

Figure 4: Concept Water Quality Control Plan

List of appendices

Appendix A

Appendix B

IFD Data

Probabilistic Rational Method Calculations

Appendix C DRAINS Data Spreadsheets

Appendix D DRAINS Results Spreadsheets

Appendix E Culvert Headwater Calculations

2

3

8

18

9

9

10

10

11

11

12

12

13

13

14

14

15

13237C Anderson Drive, Paxton Drainage Strategy r1 Page iii



List of acronyms

ARI Average Recurrence Interval

ARR

GCA

RCP

RL

IFD

PRM

Australian Rainfall and Runoff

GCA Engineering Solutions

Reinforced Concrete Pipe

Reduced Level

Intensity Frequency Duration

Probabilistic Rational Method

13237C Anderson Drive, Paxton Drainage Strategy r1 Page iv



1.

INTRODUCTION

1.1

1.2

1.3

Background

GCA Engineering Solutions (GCA) was engaged by Baudinet Group to prepare a stormwater drainage strategy for a proposed residential subdivision on Lot 318 DP1091621, located off

Anderson Drive, Paxton.

The intent of the drainage strategy is to support and inform a Development Application (DA) for the proposed residential subdivision.

Site Description

The site (Lot 318 DP 1091621) is located to the north of Anderson Drive and the township of

Paxton. The proposed site access is by extension of William Street. The property area is

24.5ha, of which approximately 8.7ha is proposed for residential development.

A locality plan is provided on Figure 1, and the proposed development layout is shown on

Figure 2.

A ridgeline divides the local development site into two local catchments, with runoff flowing either west toward a culvert under a private access driveway (nominally between Lots 3 and

4), or to the north east.

Site slopes are typically in the order of 5% to 8% and levels vary between RL113 and 133m

AHD.

Objectives

This report considers drainage and stormwater management considerations including water quantity and water quality control for the subject site.

The study objectives were to:

•

Evaluate the potential impacts of the development on surface flow rates and existing downstream hydraulic structures, recommending engineering solutions where appropriate.

•

Nominate appropriate stormwater quantity and quality controls for the development where required.

13237C Paxton Drainage Strategy r1 Page 1

Client:

Project:

Location:

BAUDINET GROUP

STORMWATER DRAINAGE STRATEGY

ANDERSON DRIVE, PAXTON

DWG REF: 13237C dF01r1 DATE: 08.08.13

GCA

ENGINEERING SOLUTIONS

LOCALITY PLAN

FIGURE 1

Client:

Project:

Location:

BAUDINET GROUP



DWG REF: 13237C dF02r1 DATE: 08.08.13

EXISTING CULVERT NO.1

(UNDER PRIVATE DRIVEWAY)

15

124

125

130 46

49

48

EXISTING PRIVATE DRIVEWAY

BLACKS ROAD

MILLFIELD ROAD

McDONALD AVENUE

LEGEND

110 EXISTING CONTOURS

PROPOSED LOT BOUNDARIES

SITE AREA

EXISTIN WATERCOURSE

1:3000

0 60

GCA


120 180 m

CLIFT STREET

120

125

120

125

PROPOSED DEVELOPMENT LAYOUT

FIGURE 2



1.4 Drainage Catchment

The site is located in the headwaters of a large drainage catchment that flows to an existing culvert downstream of the site under Millfield Road. Flows under Millfield Road continue into

Congewai Creek and surrounding floodplain.

There is an existing culvert (Existing Culvert No. 1) under a former railway embankment that is now used as an access driveway to the adjacent privately owned single dwelling at lot 6 on DP 1061571. Existing Culvert 1 is immediately downstream of the western boundary of the site and comprises two 1200mm diameter reinforced concrete pipes (RCP’s). The top of the existing embankment is at RL117.35m AHD, approximately 4.5m higher than the invert of the culvert (also refer to Photo 1 below).

Photo 1: Existing culvert beneath private driveway (Existing Culvert No. 1)

The existing culvert structure beneath Millfield Road (Existing Culvert No. 2) comprises two

1800mm diameter reinforced concrete pipes (RCP’s). The top of Millfield Road is at R.L

112.74 (by survey), which is approximately 2m above the culvert invert




1.5 Available Data

Information used in the report included:

•

Survey of the study area provided by RPS Australia East Pty. Ltd.

•

Development Layout provided by RPS Australia East Pty. Ltd.

•

Topographic mapping sourced from NSW Land and Property Information




2.

METHODOLOGY

2.1

2.2

Hydrology and Hydraulics

The site is part of a larger drainage catchment (approximately 1,670ha in area) that flows to an existing culvert downstream of the site under Millfield Road. From the existing culvert, the stormwater flows into Congewai Creek and the surrounding floodplain with an upstream catchment area in the order of 24,000 Ha.

The area downstream of the site is rural / undeveloped in nature. From site assessment there are two key downstream locations where it is prudent to consider the potential increases in flow rates and potential hydraulic implications of those increases:

1. Culvert No.1, underneath the private driveway to the west of the proposed development; and

2. Culvert No.2, underneath Millfield Road.

The Congewai Creek and floodplain system conveys flow rates from an estimated 24,000Ha catchment area and so the impact of the proposed 8.7ha development further downstream of

Millfield Road will not be significant. Analysis downstream of Culvert No.2 (under Millfield

Road) is not warranted.

The analysis methodology comprised hydrologic modelling to determine the existing and post-development peak discharge at the existing Culverts No.’s 1 and 2 and hydraulic modelling to determine the headwater depth at both culverts in the existing and postdevelopment state.

Peak discharges from the drainage catchment for a range of events from 1 year to 100 year

Average Recurrence Intervals (ARI) were estimated using the DRAINS computer software package (incorporating the RAFTS hydrologic module). Loss parameters for DRAINS were determined from calibration of a fully undeveloped catchment model (Calibration State) to peak discharge estimates using the Probabilistic Rational Method (PRM) as detailed in

Australian Rainfall and Runoff (Engineers Australia, 1997). The calibration involved a trial and error approach whereby loss parameters were altered until model estimated peak discharges compared satisfactorily with PRM peak discharge estimates across the range of

ARI events considered.

Following calibration, existing peak discharges from the drainage catchment were estimated by including the current extent of development within the villages of Paxton (Existing State).

The impact of development within the study area on existing peak discharges at both culverts was also examined by the inclusion of the proposed development’s additional impervious surface area into the existing model (Post-development State)

The head water depths were then estimated where required using the CulvertW software package using peak discharges from the DRAINS model for both the existing and postdevelopment states. The purpose of this was to evaluate the potential hydraulic implications of the increased flow rates on the culverts and recommend potential engineering solutions.

Water Quality

The methodology for Stormwater Runoff Quality involved selection of water quality treatment devices based on identified opportunities for stormwater quality management based on the site and catchment conditions, and normal practice.




3.

HYDROLOGY

This section describes hydrologic model parameters and flow estimates for the existing and developed situations.

3.1 Existing Hydrology

3.1.1 Catchment Plan

A detailed breakdown of the catchment area to Culvert No.2 (Millfield Road) is shown in

Figure 3. Sub-catchments were delineated using topographic information sourced from NSW

Lands and Property Information.

3.1.2 Design Rainfall

Rainfall Intensity-Frequency-Duration (IFD) data for the Paxton Area was sourced from

Australian Rainfall and Runoff for use in the DRAINS model. The key IFD parameters are summarised below and full IFD data intensities are provided in Appendix A.

Catchment Latitude = 32.91 o

S

Catchment Longitude = 151.29 o

E

Catchment Skewness = 0.07

2-year ARI, 1 hour intensity =

12 hour intensity =

72 hour intensity =

27.50mm/hr

5.80 mm/hr

1.84 mm/hr

49.80 mm/hr 50-year ARI, 1 hour intensity =

12 hour intensity =

72 hour intensity =

11.75 mm/hr

3.80 mm/hr


Client:

Project:

Location:

BAUDINET GROUP



DWG REF: 13237C dF03r1 DATE: 08.08.13

GCA


3

10

5

4

11

12

8 6

13


(UNDER PRIVATE DRIVEWAY)

SUB-CATS

8

9

10

11

12

13

14A

14

TOTAL

6

7

4

5

1

2

3

SUB-CATCHMENTS &

AREA SCHEDULE

AREA (Ha)

126.7

132.2

58.8

126.1

142.7

140.0

117.1

146.5

111.9

88.5

151.5

65.6

48.9

39.4

160.7

1656.6

14

14A


(UNDER MILLFIELD ROAD)

LEGEND

SITE AREA

SUB-CATCHMENTS

9

7

7

EXISTING WATERCOURSE

SUB-CATCHMENTS NUMBER

2

1

1:25000

0 500 1000 1500m

CATCHMENT PLAN

FIGURE 3



3.1.3 Probabilistic Rational Method

Probabilistic rational method flow calculations were completed for Culvert No.2 (Millfield

Road) using the procedure outlined in Australian Rainfall and Runoff (Engineers Australia,

1997). The flow estimates were then used to calibrate the DRAINS model for the undeveloped catchment.

Based on contour information from the NSW Department of Lands, approximately 1,670ha of area contributes to the flow at the existing culvert under Millfield Road.

Catchment roughness values adopted from Australian Rainfall & Runoff (Engineers

Australia, 1997), and used in the rational method are summarised in Table 1.

Table 1: Coefficient of roughness value adopted in the probabilistic rational method calculations

Surface type

Undeveloped Area

Surface Roughness

0.1

A fraction impervious of 0% was adopted for the PRM calculations, given the intent was to calibrate DRAINS for a fully undeveloped catchment state.

PRM calculations for each ARI event are provided in Appendix B.

3.1.4 DRAINS Model

Model parameters

Table 2 summarises the catchment storage and loss parameter values adopted in the

DRAINS hydrologic models.

The final parameter values were adopted through a ‘trial and error’ approach until modelpredicted flow rates were satisfactorily close to estimates obtained using the PRM.

Table 2: Storage and loss parameter values adopted in the DRAINS hydrological models

Parameter

Storage Multiplier, Bx

Pervious Area Initial Loss (mm)

Pervious Area Continuing Loss (mm)

Impervious Area Initial Loss (mm)

Impervious Area Continuing Loss (mm)

Eastern Catchment

Value

0.7

10.0

2.5

0.0

0.0




Full DRAINS model sub-catchment data is provided in Appendix C. Sub-catchment

Manning’s roughness values used in the DRAINS models are summarised in Table 3.

Table 3: Roughness parameter values adopted in the DRAINS models

Model - surface type

Calibration model - pervious areas

Existing model - pervious / impervious areas

Manning ‘n’ value

0.1

0.1/0.011

Sub-catchment impervious area percentage values used in the DRAINS models are summarised in Table 4.

Table 4: Impervious area percentage values adopted in the DRAINS models

Model – type

Calibration model - natural

Existing models - natural

Existing models – residential and half road reserve

Impervious Area Percentage

0%

0%

65%




Flow Comparison

A comparison of PRM and DRAINS flow rate estimates at Culvert No.2 (Millfield Road) is provided in Table 5. DRAINS output for the 1 year, 10 year and 100 year ARIs are included in Appendix D.

Table 5: Comparison of PRM and DRAINS Peak Discharge Estimates at Culvert No.2 (Millfield Road)

1

2

5

10

20

50

100

ARI

(years)

Peak Flow Rate

(Fully Undeveloped State –

Probabilistic Rational Method)

(m

3

/s)

16.0

24.5

36.9

47.0

60.3

78.2

95.7

Peak Flow Rate

(Fully Undeveloped State –

DRAINS Calibration)

(m

3

/s)

15.8

26.7

40.1

49.9

61.9

81.0

95.0

Percentage

Difference

-1%

+9%

+9%

+6%

+3%

+4%

-1%

The critical storm duration in all cases was 540 minute (9 hours).

Generally, the model-predicted flow rates are considered within reasonable tolerance of the estimates obtained using the PRM. There will usually be some differences between the two methods due to the fundamental difference in the approach to flow estimation.

1

2

5

10

20

50

100

3.1.5 Existing State Peak Discharges

The fully undeveloped model in the calibration state was updated to include the current extent of development within the villages of Paxton. Model-estimated existing peak discharges at Culvert No.1 and Culvert No.2 are provided in Table 6.

Table 6: Model results for ‘existing’ state

ARI

(years)

Culvert No.1 (Private Driveway)

Peak Flow Rate

(Existing State – DRAINS)

(m

3

/s)

1.53

2.30

3.30

3.89

4.71

5.63

6.54

Culvert No.2 (Millfield Road)

Peak Flow Rate


(m

3

/s)

17.1

28.5

42.9

53.2

66.6

85.4

100.0

The critical storm duration that produced the peak discharge for all events was the 540 minute (9 hour) storm duration.




3.2 Developed Hydrology

3.2.1 DRAINS

The existing state model was updated to include the additional impervious area that will arise due to the proposed development, producing the developed state model. This model was then used to estimate peak discharge flow rates from the site and at key locations downstream post-development.

Details of DRAINS developed model sub-catchment data are summarised in Appendix C.

Node locations used in the DRAINS developed model are identical to those of existing model and are shown in Figure 3.

3.2.2 Model parameters

Additional sub-catchment Manning’s roughness values used in the developed DRAINS models are summarised in Table 7.

Table 7: Roughness parameter values adopted in the DRAINS models

Model - surface type

Developed model - pervious / impervious areas

Manning ‘n’ value

0.1/0.011

Sub-catchment impervious area percentage values used in the DRAINS models are summarised in Table 8.

Table 8: Impervious area percentage values adopted in the DRAINS models

Model – type

Developed models - natural

Developed models – residential and half road reserve

Impervious Area Percentage

0%

65%

3.2.3 Developed State Peak Discharges

Predicted developed flow rates at Culvert No.1 and 2 are summarised in Tables 9 and 10, respectively. Also shown are existing peak flow rates at this location and the percentage change in flow resulting from development.

DRAINS output spreadsheets for the 1 year, 10 year and 100 year ARIs are included in

Appendix D.

The critical storm duration that produced the peak discharge for all events was the 540 minute (9 hour) storm duration.




Table 9: Model results for ‘developed’ state for Culvert No.1 (Private Driveway)

ARI

(years)

ARI

(years)

1

2

5

10

20

50

100

1

2

5

10

20

50

100

Peak Flow Rate


(m

3

/s)

1.53

2.30

3.30

3.89

4.71

5.63

6.54

Peak Flow Rate


(m

3

/s)

17.1

28.5

42.9

53.2

66.6

85.4

100.0

Peak Flow Rate

(Developed State – DRAINS)

(m

3

/s)

2.00

3.08

4.45

5.29

6.40

7.45

8.54

Peak Flow Rate


(m

3

/s)

17.2

28.6

42.9

53.7

66.6

85.5

100.1

Percentage

Change

+0.6%

+0.4%

0%

+0.9%

0%

+0.1%

+0.1%

+31%

+34%

+35%

+36%

+36%

+32%

+31%

From Table 9, the development is expected to increase flow rates received at Culvert No.1 under the private driveway on existing conditions. Consideration of the hydraulic implications is required. Refer to Section 4 (Hydraulics).

Table 10: Model results for ‘developed’ state for Culvert No.2 (Millfield Road)

Percentage

Change

From Table 10, the proposed development results in a negligible change in the critical duration peak flow rate at Millfield Road Culvert across a range of storm events. Further hydraulic analysis to identify the potential impacts and intify potential engineering solutions is not required.




4.

HYDRAULICS

This section documents the hydraulic assessment of Culvert No.1 (under private driveway).

For reasons discussed in Section 3, no further analysis was conducted for Culvert No.2 under Millfield Road.

4.1 Culvert Details

The existing culvert structure beneath the existing private driveway comprises two 1200mm diameter reinforced concrete pipes (RCP’s). The top of the existing private driveway is at approximately 4.5m higher than the invert of the culvert as previously shown in Photo 1.

Table 11 summarised relevant culvert details.

Table 11: Culvert No.1 Details

Existing

Culvert

No.

1

Size

2 x 1200 diameter RCP

Upstream

Invert Level

(I.L)

112.84

Downstream

Invert Level

(I.L)

112.64

Length

(m)

14.0

4.2

1

2

5

10

20

50

100

Peak Flow

A summary of the existing and post-development peak flow rates at Culvert No.1 are provided in Table 12. These flows were taken from DRIANS models for the critical 540 minute (9 hour) storm duration.

Table 12: Peak flow rate estimates at existing Culvert No. 1

(Existing and Development Conditions)

ARI

(years)

Peak Flow Rate


(m

3

/s)

1.53

2.30

3.30

3.89

4.71

5.63

6.54

Peak Flow Rate


(m

3

/s)

2.00

3.08

4.45

5.29

6.40

7.45

8.54




4.3 Headwater Depth

Refer to Appendix E for culvert calculation output from the CulvertW Software.

Estimated headwater depths behind Culvert No.1 are provided in Table 13 for existing and post-development conditions.

Table 13: Peak flow and Head Water Depth at Existing Culvert No. 1

1

2

5

10

20

50

100

ARI

(years)

Peak Flow Rate

Existing State

(m

3

/s)

1.53

2.30

3.30

3.89

4.71

5.63

6.54

Headwater

Depth

Existing

State

(m)

RL 113.467

RL 113.625

RL 113.798

RL 113.889

RL 114.038

RL 114.246

RL 114.449

Peak Flow Rate

Developed

State

(m

3

/s)

2.00

3.08

4.45

5.29

6.40

7.45

8.54

Headwater

Depth

Developed

State

(m)

RL 113.567

RL 113.762

RL 113.978

RL 114.169

RL 114.418

RL 114.649

RL 114.927

Headwater

Depth

Difference

(m)

+0.100

+0.137

+0.180

+0.280

+0.380

+0.403

+0.478

4.4

Table 13 shows a headwater level increase of 0.1m in the 1 year ARI event to 0.48m in the

100 year ARI event.

The resultant peak water level on the site would be 114.927m in a 100 year event, which is some 2.4m below the embankment level. Accordingly, it is assessed that access to the adjacent property at lot 6 on DP 14061571 would not be affected by the proposed development.

The minimum level on the adjacent lot at 20 Blacks Road, Paxton is approximately 116.0m, which is some 1.1m above the likely 100 year flood level on the site. It is therefore assessed that the development wold not induce any flood impacts upstream of the site.

Building floor levels and identified engineering solutions

The former railway embankment and associated existing adjacent driveway is at a minimum level of 117.35 AHD. Accordingly, there is an existing associated flood risk to the development site from events larger than the design 100 year storm and the peak Probable

Maximum Flood (PMF) level for the site may be in the order of 117.5m AHD due to the level of the adjacent driveway.

Of greater concern is that this extreme flood level could also be realised during smaller events should Existing Culvert 1 become blocked for any reason. It should be noted that the cause of the risk is the associated driveway level over the adjacent embankment and not the proposed development.




In order to manage the flood risk to the proposed development, it is recommended that the future minimum building floor level be set to RL118.0m AHD to provide adequate freeboard pursuant to best practice in the NSW Floodplain Development Manual 2005.

This would require site filling of around 14,000 cubic metres upstream of Existing Culvert 1 with material won from the site and is a recommended outcome of this strategy. The toe of the fill batter would be entirely within the development site.




5.

WATER QUALITY

The majority of the potential pollutant from the proposed development is likely to be from diffuse sources and will be composed of particles of soil, organic matter and other nonsoluble material.

With reference to Figure 4, the proposed water quality concept consists of gross pollutant traps and grass swales / open vegetated channels in the vicinity of lots 3-4 and 67-68.

The local stormwater management concept, comprising pit and pipe network, culvert structure under internal access road (extension of William Street) and drainage channel near

Lots 3 and 4 (to be incorporated to site filling) is also shown on Figure 4.


Client:

Project:

Location:

BAUDINET GROUP



DWG REF: 13237C dF04r1 DATE: 08.08.13

LEGEND

110 EXISTING CONTOURS

PROPOSED LOT BOUNDARIES

PROPOSED PIPE

EXISTING PIPE

PROPOSED PIT

PROPOSED GPT

PROPOSED WATER QUALITY

CONTROL STRUCTURE

PROPOSED GRASSED LINED CHANNEL

4.6m WIDE BASE WITH 1:4 SIDE SLOPE

DEPTH OF WATER = 500mm

FREEBOARD = 300mm

PIPE CULVERT UNDER

PRIVATE DRIVEWAY

(CULVERT NO.1)

END OF LINE GROSS

POLLUTANT TRAP

15

GCA


NOTES:

1.

TYPE AND SIZING OF WATER QUALITY CONTROL STRUCTURES

TO BE DETERMINED AT CONSTRUCTION CERTIFICATE.

2.

REFER TO BODY OF STORMWATER DRAINAGE REPORT FOR

FLOOD CONSIDERATIONS AND OPTIONS IN THE VICINITY OF

CULVERT NO.1.

124

125

49

1:1500

0 30 60 90 m

END OF LINE GROSS

POLLUTANT TRAP

48

125

WATER

QUALITY

CONTROL

STRUCTURE

130

46

WILLIAM STREET

BLACKS ROAD

RCP PIPE CULVERT

LOT FILLING REQUIRED IN THE LOW POINT OF

SITE UPSTREAM OF CULVERT NO.1.

REFER TO BODY OF STORMWATER DRAINAGE

STRATEGY REPORT FOR FURTHER

INFORMATION.

CONCEPT STORMWATER MANAGEMENT PLAN

FIGURE 4



6.

SUMMARY AND CONCLUSIONS

The proposed residential development (by extension of William Street, Paxton) will involve creation of 75 standard residential lots over an area of approximately 8.7ha.


Review of the downstream catchment area revealed that assessment of the potential impacts of the development on existing flow rates at two existing downstream key hydraulic structures (culverts) was warranted.

The two locations comprised an existing culvert under a former railway embankment that now supports a private driveway immediately to the west of the proposed development

(Culvert No.1), and an existing culvert further downstream under Millfield Road (Culvert no.2). Consideration of the flow rates further downstream of Millfield Road was not warranted given the substantial flow conveyance capacity in Congewai Creek and flood plain.

Hydrologic assessment using the DRAINS computer software package estimated that there would be a 30% increase on existing flow rates at Culvert No.1 (under private driveway), but negligible increase in flow rates at Culvert No.2 (Millfield Road).

Subsequent hydraulic assessment for Culvert No.1 revealed that the increase in flow rates could result in a 0.48m increase in headwater levels behind Culvert No.1 post-development, however, this would not overtop the adjacent driveway, nor would backwater inundate upstream property outside the proposed development site.

In the unlikely event of Culvert No.1 becoming blocked, it may be possible for flood levels at the site to build up to a maximum of 117.5m due to the level of the adjacent driveway. This is a pre-existing flood risk that is not exacerbated by the proposed development.

It is therefore recommended that the development site upstream of Culvert No.1 be filled to ensure floor levels of future dwellings would be 500mm above the 117.5m level in accordance with the principles of the NSW Floodplain Development Manual 2005.

Considering the variables and interaction with the future detailed roads and drainage design, it is considered that detail in regard to the fill could be deferred to Construction Certificate

Stage. Detailed analysis should be undertaken at that time to confirm final hydraulic performance, the sizing of local flow conveyance structures (including culvert under the extension of William Street and the channel between Lots 3 & 4).

The increase in flow rates at Millfield Road will be negligible, and so no further hydraulic assessment was conducted for Culvert No.2.

Water Quality

Water quality and nutrient removal from the proposed road in the development is proposed by means of end of line gross pollutant trap and grassed lined table drains or swales. It is also noted that BASIX will usually result in rainwater tanks being provided on each allotment, which will usually contribute to some reduction in surface runoff volumes and pollutants leaving the site.




7.

REFERENCES

Stormwater Drainage Design, Engineering Requirement for Development, Cessnock Shire

Council.

Australian Rainfall and Runoff, Volume One, A Guide to Flood Estimation.




Appendix A

IFD Data

13237 Paxton Drainage Strategy r1

Paxton

IFD analysis based on Australian Rainfall & Runoff (1987)

Dept of Civil Engineering and Surveying

University of Newcastle

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

Site name: Paxton

Site latitude = 32.91 degrees s

longitude = 151.29 degrees e

skewness = .07

2-year ari, 1 hour intensity = 27.50 mm/hr

12 hour intensity = 5.80 mm/hr


50-year ari, 1 hour intensity = 49.80 mm/hr



IFD table for various aris and durations

Duration | 1 yr 2 yr 5 yr 10 yr 20 yr 50 yr 100 yr 200 yr 500 yr

---------|---------------------------------------------------------------

5 min | 70.13 90.56 116.85 132.48 153.21 180.71 201.93 223.66 253.37

6 min | 65.68 84.76 109.18 123.66 142.90 168.40 188.06 208.19 235.69

10 min | 53.65 69.09 88.51 99.96 115.23 135.43 150.96 166.83 188.47

12 min | 49.57 63.78 81.53 91.98 105.93 124.36 138.52 152.99 172.70

15 min | 44.77 57.55 73.37 82.65 95.07 111.46 124.03 136.87 154.34

18 min | 41.04 52.71 67.04 75.42 86.67 101.49 112.85 124.43 140.19

20 min | 38.97 50.02 63.53 71.42 82.02 95.98 106.67 117.57 132.39

24 min | 35.54 45.57 57.74 64.83 74.36 86.91 96.51 106.29 119.58

30 min | 31.62 40.50 51.14 57.33 65.67 76.62 85.00 93.52 105.09

45 min | 25.31 32.34 40.59 45.36 51.82 60.29 66.74 73.29 82.17

1.0 hr | 21.46 27.38 34.22 38.15 43.50 50.49 55.81 61.21 68.50

1.5 hr | 16.71 21.38 26.92 30.12 34.46 40.15 44.49 48.91 54.89

2.0 hr | 13.94 17.87 22.62 25.39 29.11 34.01 37.76 41.57 46.75

3.0 hr | 10.77 13.84 17.66 19.90 22.89 26.84 29.88 32.98 37.19

4.5 hr | 8.31 10.71 13.77 15.57 17.98 21.17 23.62 26.13 29.56

6.0 hr | 6.91 8.93 11.54 13.09 15.15 17.89 19.99 22.16 25.12

9.0 hr | 5.34 6.92 9.01 10.26 11.91 14.12 15.82 17.58 19.98

12.0 hr | 4.44 5.77 7.56 8.63 10.05 11.94 13.41 14.92 16.99

18.0 hr | 3.48 4.52 5.93 6.78 7.90 9.39 10.55 11.75 13.39

24.0 hr | 2.92 3.79 4.98 5.70 6.64 7.90 8.88 9.89 11.28

30.0 hr | 2.54 3.30 4.34 4.97 5.79 6.90 7.76 8.64 9.86

36.0 hr | 2.26 2.94 3.87 4.43 5.17 6.16 6.92 7.71 8.80

48.0 hr | 1.87 2.44 3.21 3.68 4.29 5.11 5.75 6.41 7.32

72.0 hr | 1.41 1.83 2.42 2.77 3.24 3.86 4.35 4.85 5.54

IFD polynomial: ln i = a + b*ln(d) + c*ln(d)**2 + d*ln(d)**3 + e*ln(d)**4 + f*ln(d)**5 + g*ln(d)**6

where duration d is in hrs and average intensity i is in mm/hr

ari | a b c d e f

g | max % error

------|-------------------------------------------------------------------------

-------------|-------------

1 | 3.0631195 -.5940587 -.0366255 .0073161 .0012052 -.0001512

-.0000445 | .33

2 | 3.3084985 -.5932853 -.0325306 .0072914 .0008319 -.0001371

-.0000367 | .24

5 | 3.5363933 -.5912374 -.0218288 .0072259 -.0001436 -.0001003

-.0000164 | .35

10 | 3.6476249 -.5901498 -.0161454 .0071911 -.0006616 -.0000807

-.0000056 | .62

20 | 3.7810474 -.5892429 -.0114068 .0071621 -.0010935 -.0000644

Page 1

Paxton

.0000034 | .83

50 | 3.9325875 -.5882130 -.0060246 .0071291 -.0015841 -.0000459

.0000136 | 1.08

100 | 4.0344710 -.5875205 -.0024061 .0071070 -.0019139 -.0000334

.0000205 | 1.24

200 | 4.1283067 -.5868828 .0009266 .0070866 -.0022176 -.0000219

.0000268 | 1.40

500 | 4.2427905 -.5861047 .0049926 .0070617 -.0025882 -.0000079

.0000346 | 1.58

Overland flow travel time aid

table of t*i**0.4 where t = time in min and i = intensity in mm/h

duration | 1 yr 2 yr 5 yr 10 yr 20 yr 50 yr 100 yr 200 yr 500 yr

---------|---------------------------------------------------------------

5 min | 27.38 30.32 33.56 35.29 37.39 39.94 41.75 43.49 45.70

6 min | 31.99 35.44 39.22 41.24 43.70 46.67 48.79 50.82 53.41

7 min | 36.46 40.38 44.68 46.97 49.76 53.14 55.54 57.84 60.79

8 min | 40.81 45.18 49.97 52.51 55.62 59.38 62.05 64.62 67.89

9 min | 45.04 49.85 55.10 57.89 61.30 65.43 68.36 71.17 74.76

10 min | 49.17 54.41 60.11 63.12 66.83 71.31 74.49 77.54 81.43

12 min | 57.17 63.24 69.78 73.24 77.50 82.64 86.29 89.79 94.26

14 min | 64.87 71.74 79.07 82.94 87.73 93.50 97.59 101.52 106.53

16 min | 72.33 79.95 88.04 92.30 97.59 103.96 108.47 112.81 118.33

18 min | 79.56 87.91 96.73 101.37 107.14 114.09 119.01 123.73 129.75

20 min | 86.59 95.66 105.18 110.19 116.42 123.93 129.24 134.34 140.84

22 min | 93.46 103.22 113.43 118.78 125.47 133.52 139.22 144.68 151.64

24 min | 100.17 110.61 121.48 127.18 134.31 142.88 148.96 154.78 162.19

26 min | 106.74 117.84 129.36 135.40 142.96 152.05 158.49 164.66 172.52

28 min | 113.17 124.93 137.09 143.46 151.44 161.05 167.84 174.36 182.65

30 min | 119.49 131.89 144.68 151.37 159.77 169.88 177.03 183.88 192.60

40 min | 149.59 165.04 180.86 189.12 199.52 212.03 220.87 229.35 240.13

Page 2



Appendix B

Probabilistic Rational Method Calculations


Proposed Subdivision - Paxton

Probabilistic Rational Method Hydrologic Calculations

ARI

C

10

1

0.40

Location: PAXTON

10

I

1

= 38.15

mm/h

Min t c

6 mins

Subcatchment

Total Area ha

Subcatchment Data

Imperv.

%

L m

S m/m

Kinematic Wave Method

1 126.7

2 132.2

0.0%

0.0%

10

11

8

9

12

5

6

3

4

7

13

14

48.9

200.1

TOTAL

Rural:

Urban:

1656.6

ARI

FFy

FFy

146.5

111.9

88.5

151.5

65.6

58.8

126.1

142.7

140.0

117.1

0.0%

0.0%

0.0%

0.0%

0.0%

0.0%

0.0%

0.0%

0.0%

0.0%

0.0%

0.0%

1

0.62

0.80

n

-

FFy

-

Runoff Coefficient

C

-

CA ha

Bransby.W

Min.

Subcatchment t c

Regional Kinematic

Min.

Min.

0.62

0.62

0.248

0.248

31.4

32.8

0.62

0.62

0.248

0.248

0.62

0.62

0.248

0.248

0.62

0.248

14.6

31.3

35.4

34.7

29.0

0.62

0.62

0.248

0.248

0.62

0.62

0.248

0.248

0.62

0.248

36.3

27.8

21.9

37.6

16.3

0.62

0.248

0.62

0.248

12.1

49.6

2

0.74

0.85

5

0.88

0.95

10

1.00

1.00

20

1.12

1.05

50

1.24

1.15

100

1.37

Zone B <500m

1.20

52.7

47.6

43.5

53.4

38.8

34.7

59.4

49.9

50.7

37.3

49.8

52.2

51.8

48.4

tc adopt

52.7

47.6

43.5

53.4

38.8

34.7

59.4

49.9

50.7

37.3

49.8

52.2

51.8

48.4

Intensities for FF

Y

I12,50

I12,2

11.75

5.77

L m

DS Channel Data

S v m/m m/s t

Min.

TIME OF CONC.

u/s this

Min.

Min.

1108

1536

0.015

0.015

1.5

1.5

12.3

17.1

62.2

1054

231

0.015

0.015

1.5

1.5

11.7

2.6

541

1243

0.015

0.015

1.5

1.5

6.0

13.8

1390 0.015

1.5

15.4

49.0

79.3

85.3

478

1310

0.015

0.015

1.5

1.5

5.3

14.6

99.1

104.4

1182

849

0.015

0.015

1.5

1.5

13.1

9.4

585 0.015

1.5

6.5

56.7

939 0.015

1.5

10.4

66.1

119.0

99.1

104.4

43.5

56.7

38.8

66.1

119.0

49.9

62.2

37.3

49.8

79.3

85.3

48.4

RAINFALL

INTENSITY mm/hr

15.8

15.2

25.8

22.1

27.5

20.2

14.0

23.8

20.9

28.1

23.9

18.1

17.3

24.3

Project No.

13237C

Date: 5/08/13

CA ha

FLOW m

3

/s

245.5

273.3

21.9

59.5

16.3

87.9

410.8

31.4

64.2

14.6

45.9

145.5

180.2

29.0

1.958

10.751

11.582

1.573

3.662

1.243

4.935

16.036

16.036

2.083

3.738

1.141

3.042

7.312

8.660



ARI

C

10

2

0.40

Location: PAXTON

10

I

1

= 38.15

mm/h

Min t c

6 mins

Subcatchment

Total Area ha

Subcatchment Data

Imperv.

%

L m

S m/m


1 126.7

2 132.2

0.0%

0.0%

10

11

8

9

12

5

6

3

4

7

13

14

48.9

200.1

TOTAL

Rural:

Urban:

1656.6

ARI

FFy

FFy

146.5

111.9

88.5

151.5

65.6

58.8

126.1

142.7

140.0

117.1

0.0%

0.0%

0.0%

0.0%

0.0%

0.0%

0.0%

0.0%

0.0%

0.0%

0.0%

0.0%

1

0.62

0.80

n

-

FFy

-

Runoff Coefficient

C

-

CA ha

Bransby.W

Min.

Subcatchment t c

Regional Kinematic

Min.

Min.

0.74

0.74

0.296

0.296

37.5

39.1

0.74

0.74

0.296

0.296

0.74

0.74

0.296

0.296

0.74

0.296

17.4

37.3

42.2

41.4

34.7

0.74

0.74

0.296

0.296

0.74

0.74

0.296

0.296

0.74

0.296

43.4

33.1

26.2

44.8

19.4

0.74

0.296

0.74

0.296

14.5

59.2

2

0.74

0.85

5

0.88

0.95

10

1.00

1.00

20

1.12

1.05

50

1.24

1.15

100

1.37

Zone B <500m

1.20

52.7

47.6

43.5

53.4

38.8

34.7

59.4

49.9

50.7

37.3

49.8

52.2

51.8

48.4

tc adopt

52.7

47.6

43.5

53.4

38.8

34.7

59.4

49.9

50.7

37.3

49.8

52.2

51.8

48.4


Y

I12,50

I12,2

11.75

5.77

L m

DS Channel Data

S v m/m m/s t

Min.

TIME OF CONC.

u/s this

Min.

Min.

1108

1536

0.015

0.015

1.5

1.5

12.3

17.1

62.2

1054

231

0.015

0.015

1.5

1.5

11.7

2.6

541

1243

0.015

0.015

1.5

1.5

6.0

13.8

1390 0.015

1.5

15.4

49.0

79.3

85.3

478

1310

0.015

0.015

1.5

1.5

5.3

14.6

99.1

104.4

1182

849

0.015

0.015

1.5

1.5

13.1

9.4

585 0.015

1.5

6.5

56.7

939 0.015

1.5

10.4

66.1

119.0

99.1

104.4

43.5

56.7

38.8

66.1

119.0

49.9

62.2

37.3

49.8

79.3

85.3

48.4

RAINFALL

INTENSITY mm/hr

20.2

19.5

33.0

28.3

35.2

25.8

18.0

30.5

26.8

36.0

30.5

23.1

22.1

31.0

Project No.

13237C

Date: 5/08/13

CA ha

FLOW m

3

/s

293.1

326.2

26.2

71.0

19.4

104.9

490.4

37.5

76.6

17.4

54.7

173.6

215.0

34.7

2.988

16.424

17.697

2.400

5.586

1.897

7.529

24.521

24.521

3.177

5.702

1.741

4.641

11.161

13.220



ARI

C

10

5

0.40

Location: PAXTON

10

I

1

= 38.15

mm/h

Min t c

6 mins

Subcatchment

Total Area ha

Subcatchment Data

Imperv.

%

L m

S m/m


1 126.7

2 132.2

0.0%

0.0%

10

11

8

9

12

5

6

3

4

7

13

14

48.9

200.1

TOTAL

Rural:

Urban:

1656.6

ARI

FFy

FFy

146.5

111.9

88.5

151.5

65.6

58.8

126.1

142.7

140.0

117.1

0.0%

0.0%

0.0%

0.0%

0.0%

0.0%

0.0%

0.0%

0.0%

0.0%

0.0%

0.0%

1

0.62

0.80

n

-

FFy

-

Runoff Coefficient

C

-

CA ha

Bransby.W

Min.

Subcatchment t c

Regional Kinematic

Min.

Min.

0.88

0.88

0.352

0.352

44.6

46.5

0.88

0.88

0.352

0.352

0.88

0.88

0.352

0.352

0.88

0.352

20.7

44.4

50.2

49.3

41.2

0.88

0.88

0.352

0.352

0.88

0.88

0.352

0.352

0.88

0.352

51.6

39.4

31.2

53.3

23.1

0.88

0.352

0.88

0.352

17.2

70.4

2

0.74

0.85

5

0.88

0.95

10

1.00

1.00

20

1.12

1.05

50

1.24

1.15

100

1.37

Zone B <500m

1.20

52.7

47.6

43.5

53.4

38.8

34.7

59.4

49.9

50.7

37.3

49.8

52.2

51.8

48.4

tc adopt

52.7

47.6

43.5

53.4

38.8

34.7

59.4

49.9

50.7

37.3

49.8

52.2

51.8

48.4


Y

I12,50

I12,2

11.75

5.77

L m

DS Channel Data

S v m/m m/s t

Min.

TIME OF CONC.

u/s this

Min.

Min.

1108

1536

0.015

0.015

1.5

1.5

12.3

17.1

62.2

1054

231

0.015

0.015

1.5

1.5

11.7

2.6

541

1243

0.015

0.015

1.5

1.5

6.0

13.8

1390 0.015

1.5

15.4

49.0

79.3

85.3

478

1310

0.015

0.015

1.5

1.5

5.3

14.6

99.1

104.4

1182

849

0.015

0.015

1.5

1.5

13.1

9.4

585 0.015

1.5

6.5

56.7

939 0.015

1.5

10.4

66.1

119.0

99.1

104.4

43.5

56.7

38.8

66.1

119.0

49.9

62.2

37.3

49.8

79.3

85.3

48.4

RAINFALL

INTENSITY mm/hr

25.4

24.6

41.4

35.5

44.2

32.4

22.7

38.3

33.6

45.3

38.3

29.1

27.8

38.9

Project No.

13237C

Date: 5/08/13

CA ha

FLOW m

3

/s

348.5

387.9

31.2

84.5

23.1

124.8

583.1

44.6

91.1

20.7

65.1

206.4

255.7

41.2

4.462

24.620

26.546

3.587

8.342

2.837

11.249

36.851

36.851

4.745

8.517

2.604

6.932

16.692

19.785



ARI

C

10

10

0.40

Location: PAXTON

10

I

1

= 38.15

mm/h

Min t c

6 mins

Subcatchment

Total Area ha

Subcatchment Data

Imperv.

%

L m

S m/m


1 126.7

2 132.2

0.0%

0.0%

10

11

8

9

12

5

6

3

4

7

13

14

48.9

200.1

TOTAL

Rural:

Urban:

1656.6

ARI

FFy

FFy

146.5

111.9

88.5

151.5

65.6

58.8

126.1

142.7

140.0

117.1

0.0%

0.0%

0.0%

0.0%

0.0%

0.0%

0.0%

0.0%

0.0%

0.0%

0.0%

0.0%

1

0.62

0.80

n

-

FFy

-

Runoff Coefficient

C

-

CA ha

Bransby.W

Min.

Subcatchment t c

Regional Kinematic

Min.

Min.

1.00

1.00

0.400

0.400

50.7

52.9

1.00

1.00

0.400

0.400

1.00

1.00

0.400

0.400

1.00

0.400

23.5

50.4

57.1

56.0

46.8

1.00

1.00

0.400

0.400

1.00

1.00

0.400

0.400

1.00

0.400

58.6

44.8

35.4

60.6

26.2

1.00

0.400

1.00

0.400

19.6

80.0

2

0.74

0.85

5

0.88

0.95

10

1.00

1.00

20

1.12

1.05

50

1.24

1.15

100

1.37

Zone B <500m

1.20

52.7

47.6

43.5

53.4

38.8

34.7

59.4

49.9

50.7

37.3

49.8

52.2

51.8

48.4

tc adopt

52.7

47.6

43.5

53.4

38.8

34.7

59.4

49.9

50.7

37.3

49.8

52.2

51.8

48.4


Y

I12,50

I12,2

11.75

5.77

L m

DS Channel Data

S v m/m m/s t

Min.

TIME OF CONC.

u/s this

Min.

Min.

1108

1536

0.015

0.015

1.5

1.5

12.3

17.1

62.2

1054

231

0.015

0.015

1.5

1.5

11.7

2.6

541

1243

0.015

0.015

1.5

1.5

6.0

13.8

1390 0.015

1.5

15.4

49.0

79.3

85.3

478

1310

0.015

0.015

1.5

1.5

5.3

14.6

99.1

104.4

1182

849

0.015

0.015

1.5

1.5

13.1

9.4

585 0.015

1.5

6.5

56.7

939 0.015

1.5

10.4

66.1

119.0

99.1

104.4

43.5

56.7

38.8

66.1

119.0

49.9

62.2

37.3

49.8

79.3

85.3

48.4

RAINFALL

INTENSITY mm/hr

28.5

27.6

46.3

39.7

49.4

36.2

25.5

42.8

37.6

50.6

42.8

32.5

31.1

43.5

Project No.

13237C

Date: 5/08/13

CA ha

FLOW m

3

/s

396.0

440.8

35.4

96.0

26.2

141.8

662.6

50.7

103.6

23.5

74.0

234.6

290.6

46.8

5.668

31.330

33.792

4.556

10.595

3.605

14.289

46.957

46.957

6.026

10.818

3.309

8.804

21.216

25.156



ARI

C

10

20

0.40

Location: PAXTON

10

I

1

= 38.15

mm/h

Min t c

6 mins

Subcatchment

Total Area ha

Subcatchment Data

Imperv.

%

L m

S m/m


1 126.7

2 132.2

0.0%

0.0%

10

11

8

9

12

5

6

3

4

7

13

14

48.9

200.1

TOTAL

Rural:

Urban:

1656.6

ARI

FFy

FFy

146.5

111.9

88.5

151.5

65.6

58.8

126.1

142.7

140.0

117.1

0.0%

0.0%

0.0%

0.0%

0.0%

0.0%

0.0%

0.0%

0.0%

0.0%

0.0%

0.0%

1

0.62

0.80

n

-

FFy

-

Runoff Coefficient

C

-

CA ha

Bransby.W

Min.

Subcatchment t c

Regional Kinematic

Min.

Min.

1.12

1.12

0.448

0.448

56.8

59.2

1.12

1.12

0.448

0.448

1.12

1.12

0.448

0.448

1.12

0.448

26.3

56.5

63.9

62.7

52.5

1.12

1.12

0.448

0.448

1.12

1.12

0.448

0.448

1.12

0.448

65.6

50.1

39.6

67.9

29.4

1.12

0.448

1.12

0.448

21.9

89.6

2

0.74

0.85

5

0.88

0.95

10

1.00

1.00

20

1.12

1.05

50

1.24

1.15

100

1.37

Zone B <500m

1.20

52.7

47.6

43.5

53.4

38.8

34.7

59.4

49.9

50.7

37.3

49.8

52.2

51.8

48.4

tc adopt

52.7

47.6

43.5

53.4

38.8

34.7

59.4

49.9

50.7

37.3

49.8

52.2

51.8

48.4


Y

I12,50

I12,2

11.75

5.77

L m

DS Channel Data

S v m/m m/s t

Min.

TIME OF CONC.

u/s this

Min.

Min.

1108

1536

0.015

0.015

1.5

1.5

12.3

17.1

62.2

1054

231

0.015

0.015

1.5

1.5

11.7

2.6

541

1243

0.015

0.015

1.5

1.5

6.0

13.8

1390 0.015

1.5

15.4

49.0

79.3

85.3

478

1310

0.015

0.015

1.5

1.5

5.3

14.6

99.1

104.4

1182

849

0.015

0.015

1.5

1.5

13.1

9.4

585 0.015

1.5

6.5

56.7

939 0.015

1.5

10.4

66.1

119.0

99.1

104.4

43.5

56.7

38.8

66.1

119.0

49.9

62.2

37.3

49.8

79.3

85.3

48.4

RAINFALL

INTENSITY mm/hr

32.6

31.6

52.9

45.4

56.5

41.4

29.2

48.9

42.9

57.9

48.9

37.2

35.6

49.7

Project No.

13237C

Date: 5/08/13

CA ha

FLOW m

3

/s

443.6

493.7

39.6

107.5

29.4

158.8

742.2

56.8

116.0

26.3

82.8

262.8

325.5

52.5

7.254

40.162

43.332

5.832

13.559

4.617

18.290

60.263

60.263

7.713

13.846

4.238

11.268

27.170

32.225



ARI

C

10

50

0.40

Location: PAXTON

10

I

1

= 38.15

mm/h

Min t c

6 mins

Subcatchment

Total Area ha

Subcatchment Data

Imperv.

%

L m

S m/m


1 126.7

2 132.2

0.0%

0.0%

10

11

8

9

12

5

6

3

4

7

13

14

48.9

200.1

TOTAL

Rural:

Urban:

1656.6

ARI

FFy

FFy

146.5

111.9

88.5

151.5

65.6

58.8

126.1

142.7

140.0

117.1

0.0%

0.0%

0.0%

0.0%

0.0%

0.0%

0.0%

0.0%

0.0%

0.0%

0.0%

0.0%

1

0.62

0.80

n

-

FFy

-

Runoff Coefficient

C

-

CA ha

Bransby.W

Min.

Subcatchment t c

Regional Kinematic

Min.

Min.

1.24

1.24

0.498

0.498

63.1

65.8

1.24

1.24

0.498

0.498

1.24

1.24

0.498

0.498

1.24

0.498

29.3

62.8

71.0

69.7

58.3

1.24

1.24

0.498

0.498

1.24

1.24

0.498

0.498

1.24

0.498

72.9

55.7

44.1

75.4

32.7

1.24

0.498

1.24

0.498

24.3

99.6

2

0.74

0.85

5

0.88

0.95

10

1.00

1.00

20

1.12

1.05

50

1.24

1.15

100

1.37

Zone B <500m

1.20

52.7

47.6

43.5

53.4

38.8

34.7

59.4

49.9

50.7

37.3

49.8

52.2

51.8

48.4

tc adopt

52.7

47.6

43.5

53.4

38.8

34.7

59.4

49.9

50.7

37.3

49.8

52.2

51.8

48.4


Y

I12,50

I12,2

11.75

5.77

L m

DS Channel Data

S v m/m m/s t

Min.

TIME OF CONC.

u/s this

Min.

Min.

1108

1536

0.015

0.015

1.5

1.5

12.3

17.1

62.2

1054

231

0.015

0.015

1.5

1.5

11.7

2.6

541

1243

0.015

0.015

1.5

1.5

6.0

13.8

1390 0.015

1.5

15.4

49.0

79.3

85.3

478

1310

0.015

0.015

1.5

1.5

5.3

14.6

99.1

104.4

1182

849

0.015

0.015

1.5

1.5

13.1

9.4

585 0.015

1.5

6.5

56.7

939 0.015

1.5

10.4

66.1

119.0

99.1

104.4

43.5

56.7

38.8

66.1

119.0

49.9

62.2

37.3

49.8

79.3

85.3

48.4

RAINFALL

INTENSITY mm/hr

38.0

36.8

61.6

52.8

65.8

48.2

34.1

56.9

50.0

67.4

56.9

43.3

41.5

57.9

Project No.

13237C

Date: 5/08/13

CA ha

FLOW m

3

/s

492.9

548.7

44.1

119.5

32.7

176.5

824.8

63.1

128.9

29.3

92.1

292.0

361.7

58.3

9.381

52.032

56.157

7.544

17.534

5.973

23.655

78.173

78.173

9.974

17.905

5.484

14.571

35.160

41.714



ARI

C

10

100

0.40

Location: PAXTON

10

I

1

= 38.15

mm/h

Min t c

6 mins

Subcatchment

Total Area ha

Subcatchment Data

Imperv.

%

L m

S m/m


1 126.7

2 132.2

0.0%

0.0%

10

11

8

9

12

5

6

3

4

7

13

14

48.9

200.1

TOTAL

Rural:

Urban:

1656.6

ARI

FFy

FFy

146.5

111.9

88.5

151.5

65.6

58.8

126.1

142.7

140.0

117.1

0.0%

0.0%

0.0%

0.0%

0.0%

0.0%

0.0%

0.0%

0.0%

0.0%

0.0%

0.0%

1

0.62

0.80

n

-

FFy

-

Runoff Coefficient

C

-

CA ha

Bransby.W

Min.

Subcatchment t c

Regional Kinematic

Min.

Min.

1.37

1.37

0.549

0.549

69.6

72.6

1.37

1.37

0.549

0.549

1.37

1.37

0.549

0.549

1.37

0.549

32.3

69.2

78.3

76.9

64.3

1.37

1.37

0.549

0.549

1.37

1.37

0.549

0.549

1.37

0.549

80.4

61.4

48.6

83.2

36.0

1.37

0.549

26.8

1.37

0.549

109.9

2

0.74

0.85

5

0.88

0.95

10

1.00

1.00

20

1.12

1.05

50

1.24

1.15

100

1.37

Zone B <500m

1.20

52.7

47.6

43.5

53.4

38.8

34.7

59.4

49.9

50.7

37.3

49.8

52.2

51.8

48.4

tc adopt

52.7

47.6

43.5

53.4

38.8

34.7

59.4

49.9

50.7

37.3

49.8

52.2

51.8

48.4


Y

I12,50

I12,2

11.75

5.77

L m

DS Channel Data

S v m/m m/s t

Min.

TIME OF CONC.

u/s this

Min.

Min.

1108

1536

0.015

0.015

1.5

1.5

12.3

17.1

62.2

1054

231

0.015

0.015

1.5

1.5

11.7

2.6

541

1243

0.015

0.015

1.5

1.5

6.0

13.8

1390 0.015

1.5

15.4

49.0

79.3

85.3

478

1310

0.015

0.015

1.5

1.5

5.3

14.6

99.1

104.4

1182

849

0.015

0.015

1.5

1.5

13.1

9.4

585 0.015

1.5

6.5

56.7

939 0.015

1.5

10.4

66.1

119.0

99.1

104.4

43.5

56.7

38.8

66.1

119.0

49.9

62.2

37.3

49.8

79.3

85.3

48.4

RAINFALL

INTENSITY mm/hr

42.1

40.8

68.2

58.4

72.9

53.4

37.8

63.0

55.3

74.7

63.0

48.0

46.0

64.1

Project No.

13237C

Date: 5/08/13

CA ha

FLOW m

3

/s

543.6

605.0

48.6

131.8

36.0

194.6

909.5

69.6

142.1

32.3

101.5

322.0

398.9

64.3

11.455

63.612

68.671

9.213

21.409

7.297

28.887

95.653

95.653

12.179

21.864

6.700

17.792

42.952

50.970



Appendix C

DRAINS Data Spreadsheet




Calibration Catchment


13237C Paxton Drainage Strategy r1

Catchment Data - Calibration State

PIT / NODE DETAILS

Name Type Family

N2

N4

N5

N6

N8

N9

N11

N13

N14

N1

N3

N7

N12

N10

OUT

Node

Node

Node

Node

Node

Node

Node

Node

Node

Node

Node

Node

Node

Node

Node

Version 11

Size Ponding Pressure Surface Max Pond Base

Volume Change Elev (m) Depth (m) Inflow

(cu.m) Coeff. Ku (cu.m/s)

178

177

167

165

188

100

168

168

166

163

159

159

165

161

150

0

0

0

0

0

0

0

0

0

0

0

0

0

0

0

Blocking x

Factor

SUB-CATCHMENT DETAILS

Name

Cat1

Cat3

Cat7

Pit or

Node

N1

N3

N7

Total

Area

126.7

58.8

117.1

Cat12

Cat10

Cat2

Cat4

Cat5

Cat6

Cat8

Cat9

Cat11

N12

N10

N2

N4

N5

N6

N8

N9

N11

65.6

88.5

132.2

126.1

142.7

140

146.5

111.9

151.5

Impervious Avg

Area Slope(%)

Mannings Time lag n (mins)

Rainfall

Multiplier

Hydrological

Model

0

0

0

1.3

2.2

0.5

0.1

0.1

0.1

0

0

0

1 CESSNOCK - RAFTS

1 CESSNOCK - RAFTS

1 CESSNOCK - RAFTS

0

0

0

0

0

0

0

0

0

2.5

4.1

1

2

0.5

0.67

0.5

0.9

3.2

0.1

0.1

0.1

0.1

0.1

0.1

0.1

0.1

0.1

0

0

0

0

0

0

0

0

0

1 CESSNOCK - RAFTS

1 CESSNOCK - RAFTS

1 CESSNOCK - RAFTS

1 CESSNOCK - RAFTS

1 CESSNOCK - RAFTS

1 CESSNOCK - RAFTS

1 CESSNOCK - RAFTS

1 CESSNOCK - RAFTS

1 CESSNOCK - RAFTS

1276

704

727

216

227

23

1075

851

813

748

564

416

73

197

170 y

-321

-263

-316

-391

-428

-482

-340

-465

-615

-363

-158

-585

-341

-122

-741

Bolt-down id lid

19

23

21

20

5

10

2

4

18

17

22

1

3

24

26

OF1

OF3

OF7

OF12

OF10

OF2

OF4

OF5

OF6

OF8

OF9

OF11

OF13

Cat13

Cat14

N13

N14

OVERFLOW ROUTE DETAILS

Name From To

48.9

200.1

0

0

Travel

Time

(min)

6

Spill

Level

(m)

OFOUT

Name

N14

From

OUT

To

N1

N3

N7

N12

N10

N2

N4

N5

N6

N8

N9

N11

N13

N2

N4

N8

N13

N11

N4

N5

N6

N8

N9

N14

N13

N14

Length

(m)

1108

1054

1390

585

1182

1536

231

541

1243

478

1310

849

939

Spill

Level

(m)

0.5

0.5

Crest

Length

(m)

Crest

Length

(m)

0.1

0.1

0

0

1 CESSNOCK - RAFTS

1 CESSNOCK - RAFTS

Weir

Coeff. C

Cross

Section overflow

Safe DepthSafeDepth Safe

Major Storms

(m)

0.3

(m)

0.3

DxV

Bed

Slope

(sq.m/sec) (%)

0.4

1

D/S Area

Contributing

%

100

Weir Cross Safe DepthSafeDepth Safe

Coeff. C Section Major Storms DxV

(m) (m)

Bed

Slope

(sq.m/sec) (%)

Creek Typ. Shallow0.3





0.3

0.3

0.3

0.3

0.3

0.6

0.6

0.6

0.6

0.6









0.3

0.3

0.3

0.3

0.3

0.3

0.3

0.3

0.6

0.6

0.6

0.6

0.6

0.6

0.6

0.6

1.5

1.5

1.5

1.5

1.5

1.5

1.5

1.5

1.5

1.5

1.5

1.5

1.5

D/S Area

Contributing

%

100

100

100

100

100

100

100

100

100

100

100

100

100



Existing Catchment



Catchment Data - Existing State

PIT / NODE DETAILS

Name Type Family

N1

N3

N7

N12

N10

OUT

N14A

N2

N4

N5

N6

N8

N9

N11

N13

N14

Node

Node

Node

Node

Node

Node

Node

Node

Node

Node

Node

Node

Node

Node

Node

Node

Version 11




178

177

167

165

188

100

159

159

165

161

150

155

168

168

166

163

0

0

0

0

0

0

0

0

0

0

0

0

0

0

0

0

Blocking x

Factor


Name Pit or Total

Cat1

Cat3

Node

N1

N3

Area

126.7

58.8

Cat7

Cat12

Cat10

Cat14A

Cat2

Cat4

Cat5

Cat6

Cat8

N7

N12

N10

N14A

N2

N4

N5

N6

N8

117.1

65.6

88.5

39.4

132.2

126.1

142.7

140

146.5

Impervious Avg

Area Slope(%)


Rainfall

Multiplier

Hydrological

Model

0

0

1.3

2.2

0.1

0.1

0

0

1 CESSNOCK - RAFTS

1 CESSNOCK - RAFTS

0

37.5

0

0

0

0

0

0

0

0.5

2.5

4.1

0.5

1

2

0.5

0.67

0.5

0.1

0.1

0.1

0.067

0.1

0.1

0.1

0.1

0.1

0

0

0

0

0

0

0

0

0

1 CESSNOCK - RAFTS

1 CESSNOCK - RAFTS

1 CESSNOCK - RAFTS

1 CESSNOCK - RAFTS

1 CESSNOCK - RAFTS

1 CESSNOCK - RAFTS

1 CESSNOCK - RAFTS

1 CESSNOCK - RAFTS

1 CESSNOCK - RAFTS

1276

704

727

216

227

23

223

1075

851

813

748

564

416

73

197

170 y

-669

-321

-263

-316

-391

-428

-482

-340

-465

-615

-363

-158

-585

-341

-122

-741

Bolt-down id lid

18

19

23

21

20

176

2

4

5

10

17

22

1

3

24

26

OF1

OF3

OF7

OF12

OF10

OF14A

OF2

OF4

OF5

OF6

OF8

OF9

OF11

OF13

Cat9

Cat11

Cat13

Cat14

N9

N11

N13

N14


Name From To

111.9

151.5

48.9

160.7

0

0

0

8.5

Travel

Time

(min)

6

Spill

Level

(m)

OFOUT

Name

N14

From

OUT

To

N1

N3

N7

N12

N10

N14A

N2

N4

N5

N6

N8

N9

N11

N13

N2

N4

N8

N13

N11

N14

N4

N5

N6

N8

N9

N14

N13

N14

Length

(m)

1108

1054

1390

585

1182

375

1536

231

541

1243

478

1310

849

939

Spill

Level

(m)

0.9

3.2

0.5

0.5

Crest

Length

(m)

Crest

Length

(m)

0.1

0.1

0.1

0.092

0

0

0

0

1 CESSNOCK - RAFTS

1 CESSNOCK - RAFTS

1 CESSNOCK - RAFTS

1 CESSNOCK - RAFTS

Weir Cross overflow



(m)

0.3

(m)

0.3

Bed

Slope

(sq.m/sec) (%)

0.4

1

D/S Area

Contributing

%

100

Weir Cross Safe DepthSafeDepth Safe Bed

Coeff. C Section Major Storms

(m) (m)

DxV Slope

(sq.m/sec) (%)




0.3

0.3

0.3

0.6

0.6

0.6












0.3

0.3

0.3

0.3

0.3

0.3

0.3

0.3

0.3

0.3

0.3

0.6

0.6

0.6

0.6

0.6

0.6

0.6

0.6

0.6

0.6

0.6

1.5

1.5

1.5

1.5

1.5

1.5

1.5

1.5

1.5

1.5

1.5

1.5

1.5

1.5

D/S Area

Contributing

%

100

100

100

100

100

100

100

100

100

100

100

100

100

100



Developed Catchment



Catchment Data - Developed State

PIT / NODE DETAILS

Name Type Family

N1

N3

N7

N12

N10

OUT

N14A

N2

N4

N5

N6

N8

N9

N11

N13

N14

Node

Node

Node

Node

Node

Node

Node

Node

Node

Node

Node

Node

Node

Node

Node

Node

Version 11




178

177

167

165

188

100

159

159

165

161

150

155

168

168

166

163

0

0

0

0

0

0

0

0

0

0

0

0

0

0

0

0

Blocking x

Factor


Name Pit or Total

Cat1

Cat3

Node

N1

N3

Area

126.7

58.8

Cat7

Cat12

Cat10

Cat14A

Cat2

Cat4

Cat5

Cat6

Cat8

N7

N12

N10

N14A

N2

N4

N5

N6

N8

117.1

65.6

88.5

39.4

132.2

126.1

142.7

140

146.5

Impervious Avg

Area Slope(%)


Rainfall

Multiplier

Hydrological

Model

0

0

1.3

2.2

0.1

0.1

0

0

1 CESSNOCK - RAFTS

1 CESSNOCK - RAFTS

0

47.8

0

0

0

0

0

0

0

0.5

2.5

4.1

0.5

1

2

0.5

0.67

0.5

0.1

0.1

0.1

0.057

0.1

0.1

0.1

0.1

0.1

0

0

0

0

0

0

0

0

0

1 CESSNOCK - RAFTS

1 CESSNOCK - RAFTS

1 CESSNOCK - RAFTS

1 CESSNOCK - RAFTS

1 CESSNOCK - RAFTS

1 CESSNOCK - RAFTS

1 CESSNOCK - RAFTS

1 CESSNOCK - RAFTS

1 CESSNOCK - RAFTS

1276

704

727

216

227

23

223

1075

851

813

748

564

416

73

197

170 y

-669

-321

-263

-316

-391

-428

-482

-340

-465

-615

-363

-158

-585

-341

-122

-741

Bolt-down id lid

18

19

23

21

20

176

2

4

5

10

17

22

1

3

24

26

OF1

OF3

OF7

OF12

OF10

OF14A

OF2

OF4

OF5

OF6

OF8

OF9

OF11

OF13

Cat9

Cat11

Cat13

Cat14

N9

N11

N13

N14


Name From To

111.9

151.5

48.9

160.7

0

0

0

9.5

Travel

Time

(min)

6

Spill

Level

(m)

OFOUT

Name

N14

From

OUT

To

N1

N3

N7

N12

N10

N14A

N2

N4

N5

N6

N8

N9

N11

N13

N2

N4

N8

N13

N11

N14

N4

N5

N6

N8

N9

N14

N13

N14

Length

(m)

1108

1054

1390

585

1182

375

1536

231

541

1243

478

1310

849

939

Spill

Level

(m)

0.9

3.2

0.5

0.5

Crest

Length

(m)

Crest

Length

(m)

0.1

0.1

0.1

0.091

0

0

0

0

1 CESSNOCK - RAFTS

1 CESSNOCK - RAFTS

1 CESSNOCK - RAFTS

1 CESSNOCK - RAFTS

Weir Cross overflow



(m)

0.3

(m)

0.3

Bed

Slope

(sq.m/sec) (%)

0.4

1

D/S Area

Contributing

%

100

Weir Cross Safe DepthSafeDepth Safe Bed

Coeff. C Section Major Storms

(m) (m)

DxV Slope

(sq.m/sec) (%)




0.3

0.3

0.3

0.6

0.6

0.6












0.3

0.3

0.3

0.3

0.3

0.3

0.3

0.3

0.3

0.3

0.3

0.6

0.6

0.6

0.6

0.6

0.6

0.6

0.6

0.6

0.6

0.6

1.5

1.5

1.5

1.5

1.5

1.5

1.5

1.5

1.5

1.5

1.5

1.5

1.5

1.5

D/S Area

Contributing

%

100

100

100

100

100

100

100

100

100

100

100

100

100

100



Appendix D

DRAINS Results Spreadsheet




Calibration Catchment



Catchment Results - Calibration 1 year ARI

DRAINS results prepared 14 August, 2013 from Version 2013.11

PIT / NODE DETAILS

Name

HGL

Version 8

Overflow Constraint

Flow Arriving Freeboard (cu.m/s)

(cu.m/s) (cu.m) (m)


Name Max

Flow

Due to Storm

Cat1

Cat3

Cat7

Cat12

Cat10

Cat2

Cat4

Cat5

Cat6

Cat8

Cat9

Cat11

Cat13

Cat14

(cu.m/s)

1.542 AR&R 1 year, 9 hours storm, average 5.3 mm/h, Zone 1














Outflow Volumes for Total Catchment (0.00 impervious + 1657 pervious = 1657 total ha)

Storm Total Rainfall

AR&R 1 year, 6 hours storm, average 6.9 mm/h, Zone 1


AR&R 1 year, 12 hours storm, average 4.4 mm/h, Zone 1 cu.m

686992

796244.8

884541.5

AR&R 1 year, 20 minutes storm, average 39.0 mm/h, Zone 1




AR&R 1 year, 1 hour storm, average 21.5 mm/h, Zone 1

AR&R 1 year, 1.5 hours storm, average 16.7 mm/h, Zone 1




215358

240207

261756.6

314326

356169

414992.1

460548.6

536738.4

619485.7

Total Runoff Impervious Runoff cu.m (Runoff %) cu.m (Runoff %)

275543.41 (40.1%) -73001.63 (0.0%)

306036.42 (38.4%) -85671.27 (0.0%)

308791.09 (34.9%) -126966.09 (0.0%)

5732.04 (2.7%)

9821.38 (4.1%)

-37970.85 (0.0%)

-55695.30 (0.0%)

13350.30 (5.1%)

27947.93 (8.9%)

44798.33 (12.6%)

75051.34 (18.1%)

-70449.88 (0.0%)

-101366.95 (0.0%)

-118787.88 (0.0%)

-128319.82 (0.0%)

103698.79 (22.5%) -129899.38 (0.0%)

155439.80 (29.0%) -117472.80 (0.0%)

218020.68 (35.2%) -94588.23 (0.0%)


Name

OF1

Max Q U/S Max Q D/S Safe Q

1.542

2.894

0.488

OF3

OF7

OF12

OF10

1.098

0.677

1.261

1.96

2.989

1.467

1.499

4.599

0.488

0.488

0.488

0.488

OF2

OF4

OF5

OF6

OF8

OF9

OF11

OF13

OFOUT

2.894

5.825

6.363

7.012

7.99

9.109

4.599

6.091

15.832

4.778

6.363

7.012

7.543

9.109

10.208

4.829

7.125

15.832

0.488

0.488

0.488

0.488

0.488

0.488

0.488

0.488

4.777

Max D

0.585

0.592

0.453

0.457

0.693

0.703

0.781

0.81

0.833

0.896

0.936

0.705

0.816

0.387

Max DxV Max Width Max V

1.24

4.68

Due to Storm


1.26

0.81

4.74

3.63



0.82

1.66

1.71

2.06

2.19

3.66

5.41

5.47

5.94

6.11






2.3

2.6

2.8

1.72

2.21

1.32

6.25

6.62

6.86

5.48

6.14

12.08



3 AR&R 1 year, 9 hours storm, average 5.3 mm/h, Zone 1




Pervious Runoff cu.m (Runoff %)

348545.03 (50.7%)

391707.69 (49.2%)

435757.19 (49.3%)

43702.88 (20.3%)

65516.68 (27.3%)

83800.18 (32.0%)

129314.88 (41.1%)

163586.20 (45.9%)

203371.16 (49.0%)

233598.17 (50.7%)

272912.59 (50.8%)

312608.91 (50.5%)

N12

N10

OUT

N2

N4

N5

N6

CONTINUITY CHECK for AR&R 1 year, 9 hours storm, average 5.3 mm/h, Zone 1

Node Inflow Outflow Storage Change

(cu.m) %

N1

N3

N7

(cu.m) (cu.m)

28548.49 28548.49

13943.17 13943.17

14509.87 14509.87

0

0

0

0

0

0

N8

N9

N11

N13

N14

15553.25 15553.25

20986.12 20986.12

301163.7 301163.7

57372.62 57371.78

100738.9 100736.7

117591 117587

135875.5 135872.4

166040.6 166031.7

189932.8 189922.7

56559.95 56559.95

79136.05 79135.52

302193.4 302179.8

0

0

0

0

0

0

0

0

0

0

0

0

0

0

0

0

0

0

0

0

0

0

0

0



PIT / NODE DETAILS

Name

HGL

Version 8

Overflow Constraint


(cu.m/s) (cu.m) (m)


Name Max

Flow

Due to Storm

Cat1

Cat3

Cat7

Cat12

Cat10

Cat2

Cat4

Cat5

Cat6

Cat8

Cat9

Cat11

Cat13

Cat14

(cu.m/s)




















1302005

1535668

1715492










392062

434857.5

472131

564058.5

631164.6

747982.4

841566.6

988990.2

1162850


811684.95 (62.3%) -120985.24 (0.0%)

917134.11 (59.7%) -138100.77 (0.0%)

989851.48 (57.7%) -177972.27 (0.0%)

53687.38 (13.7%)

66319.69 (15.3%)

-162734.67 (0.0%)

-190215.80 (0.0%)

76710.84 (16.2%) -213617.53 (0.0%)

123006.52 (21.8%) -252137.58 (0.0%)

168103.47 (26.6%) -265502.91 (0.0%)

261472.19 (35.0%) -268195.56 (0.0%)

347956.78 (41.3%) -260079.59 (0.0%)

498632.05 (50.4%) -217143.70 (0.0%)

675396.81 (58.1%) -163569.63 (0.0%)


932670.19 (71.6%)

1055234.88 (68.7%)

1167823.75 (68.1%)

216422.05 (55.2%)

256535.48 (59.0%)

290328.38 (61.5%)

375144.09 (66.5%)

433606.38 (68.7%)

529667.75 (70.8%)

608036.38 (72.3%)

715775.75 (72.4%)

838966.44 (72.1%)


Name

OF1


4.5

8.648

0.488

OF3

OF7

OF12

OF10

2.932

2.598

3.364

5.124

8.439

5.706

4.529

12.523

0.488

0.488

0.488

0.488

OF2

OF4

OF5

OF6

OF8

OF9

OF11

OF13

OFOUT

8.648

16.513

19.242

22.651

28.138

31.586

12.522

16.969

49.865

13.735

19.241

22.65

25.679

31.586

35.246

13.628

19.926

49.865

0.488

0.488

0.488

0.488

0.488

0.488

0.488

0.488

4.777

Max D

0.878

0.87

0.75

0.689

1.013

1.05

1.199

1.279

1.343

1.458

1.524

1.047

1.216

0.787


2.51

6.52

Due to Storm


2.47

1.91

6.47

5.75



1.65

3.21

3.41

4.26

4.74

5.38

7.33

7.55

8.44

8.92






5.15

5.9

6.33

3.39

4.35

4.13

9.31

10

10.39

7.53

8.54

12.16







N12

N10

OUT

N2

N4

N5

N6



(cu.m) %

N1

N3

N7

(cu.m) (cu.m)

71706.34 71706.34

34231.85 34231.85

60482.85 60482.85

0

0

0

0

0

0

N8

N9

N11

N13

N14

38189.53 38189.53

56396.26 56396.26

908561.2 908561.2

145060.6

258297.4 258292.8

330340.6 330335.3

404402.7

145059

404394

537532.3 537516.3

598825 598804.3

152434.1 152433.6

217451.7 217449.9

910383 910366.3

0

0

0

0

0

0

0

0

0

0

0

0

0

0

0

0

0

0

0

0

0

0

0

0



PIT / NODE DETAILS

Name

HGL

Version 8

Overflow Constraint


(cu.m/s) (cu.m) (m)


Name Max

Flow

Due to Storm

Cat1

Cat3

Cat7

Cat12

Cat10

Cat2

Cat4

Cat5

Cat6

Cat8

Cat9

Cat11

Cat13

Cat14

(cu.m/s)




















1987920

2355851

2664061

AR&R 100 year, 20 minutes storm, average 107 mm/h, Zone 1









590853.9

648835

704055

832441.6

927696

1103296

1249118

1480959

1759350


1453267.16 (73.1%) -151850.47 (0.0%)

1760571.55 (74.7%) -92589.58 (0.0%)

1948030.90 (73.1%) -117033.35 (0.0%)

129823.25 (22.0%) -283344.91 (0.0%)

149982.84 (23.1%) -318089.34 (0.0%)

169174.94 (24.0%) -350815.81 (0.0%)

251777.69 (30.2%) -390031.75 (0.0%)

330054.66 (35.6%) -397983.66 (0.0%)

495713.09 (44.9%) -387324.34 (0.0%)

647373.25 (51.8%) -364648.19 (0.0%)

911498.09 (61.5%) -292743.53 (0.0%)

1217933.14 (69.2%) -212530.86 (0.0%)


1605117.63 (80.7%)

1853161.13 (78.7%)

2065064.25 (77.5%)

413168.16 (69.9%)

468072.19 (72.1%)

519990.75 (73.9%)

641809.44 (77.1%)

728038.31 (78.5%)

883037.44 (80.0%)

1012021.44 (81.0%)

1204241.63 (81.3%)

1430464.00 (81.3%)


Name

OF1


8.286

16.223

0.488

OF3

OF7

OF12

OF10

4.918

5.568

5.595

8.615

14.147

12.171

7.661

20.444

0.488

0.488

0.488

0.488

OF2

OF4

OF5

OF6

OF8

OF9

OF11

OF13

OFOUT

16.222

29.821

35.814

42.882

54.485

61.141

20.442

28.122

95.038

25.098

35.812

42.881

49.173

61.141

69.222

22.585

35.33

95.038

0.488

0.488

0.488

0.488

0.488

0.488

0.488

0.488

4.777

Max D

1.121

1.063

1.002

0.838

1.228

1.331

1.533

1.646

1.738

1.896

1.991

1.277

1.525

1


3.8

7.97

3.48

3.15

7.63

7.26

Due to Storm




2.32

4.43

5.07

6.4

7.2

6.28

8.62

9.24

10.45

11.13






7.88

9.08

9.85

4.73

6.35

7.85

11.68

12.62

13.2

8.91

10.4

12.2









(cu.m) (cu.m)

138990 138990

(cu.m) %

N1

N3

N7

N12

N10

OUT

N2

N4

N5

N6

65689.96 65689.96

121430.4 121430.4

73284.11 73284.11

98928.55 98928.55

1747400 1747400

282104.8 282103.8

485715.2 485712.3

631668.9 631665.2

778773.7 778763.6

0

0

0

0

0

0

0

0

0

0

0

0

0

0

0

0

0

0

0

0

N8

N9

N11

N13

N14

1047424 1047399

1167741 1167714

267546.1 267545.4

385501.4 385501.3

1749783 1749753

0

0

0

0

0

0

0

0

0

0



Existing Catchment



Catchment Results - Existing 1 year ARI


PIT / NODE DETAILS

Name

HGL

Version 8

Overflow Constraint


(cu.m/s) (cu.m) (m)


Name Max

Flow

Due to Storm

Cat1

Cat3

Cat7

Cat12

Cat10

Cat14A

Cat2

Cat4

Cat5

Cat6

Cat8

Cat9

Cat11

(cu.m/s)














Cat13

Cat14








686991.9

796244.7

884541.4










215358

240207

261756.6

314326

356169

414992

460548.6

536738.3

619485.6


290683.87 (42.3%) -51882.26 (-440.0%)


342566.13 (50.7%)

320050.31 (40.2%) -64934.69 (-475.1%)

328572.65 (37.1%) -99717.16 (-656.8%)

384985.00 (49.2%)

428289.81 (49.3%)

8108.38 (3.8%) -34844.36 (-942.6%) 42952.74 (20.3%)

12928.11 (5.4%) -51464.13 (-1248.2%) 64392.24 (27.3%)

16898.56 (6.5%) -65463.20 (-1457.0%) 82361.76 (32.0%)

33211.24 (10.6%) -93883.95 (-1740.1%) 127095.19 (41.1%)

51489.08 (14.5%) -109289.58 (-1787.7%) 160778.66 (45.9%)

84093.92 (20.3%) -115786.13 (-1625.5%) 199880.05 (49.0%)

114827.16 (24.9%) -114759.74 (-1451.7%) 229586.91 (50.7%)

169607.10 (31.6%) -98618.84 (-1070.5%) 268225.94 (50.8%)

234156.25 (37.8%) -73088.78 (-687.4%) 307245.03 (50.5%)


Name

OF1


1.542

2.894

0.488

OF3

OF7

OF12

OF10

1.098

0.677

1.261

1.96

2.989

1.467

1.499

4.599

0.488

0.488

0.488

0.488

OF14A

OF2

OF4

OF5

OF6

OF8

OF9

OF11

OF13

OFOUT

1.532

2.894

5.825

6.363

7.012

7.99

9.109

4.599

6.091

17.118

2.884

4.778

6.363

7.012

7.543

9.109

10.873

4.829

7.788

17.118

0.488

0.488

4.777

0.488

0.488

0.488

0.488

0.488

0.488

0.488

Max D

0.585

0.592

0.453

0.457

0.693

0.584

0.703

0.781

0.81

0.833

0.896

0.959

0.705

0.844

0.406


1.24

4.68

Due to Storm


1.26

0.81

4.74

3.63



0.82

1.66

1.23

1.71

2.06

3.66

5.41

4.67

5.47

5.94






2.19

2.3

2.6

2.92

1.72

2.35

1.42

6.11

6.25

6.62

7

5.48

6.31

12.08








N6

N8

N9

N11

N13

N14



(cu.m) %

N1

N3

N7

(cu.m) (cu.m)

8819.88

8819.88

6332.14

6332.14

4428.89

4428.89

0

0

0

0

0

0

N12

N10

OUT

N14A

N2

N4

N5

7235.7

10685.91 10685.91

101076.5 101076.5

7372.02

7235.7

7372.02

15959.63 15955.43

32074.27 32064.08

36838.38 36823.82

0

0

0

0

0

0

0

0

0

0

0

0

0

0

42170.63 42153.11

49256.88 49233.53

54739.58 54713.22

26203.48 26201.39

35274.45 35265.38

103884.2 103844.2

0

0

0

0

0

0

0

0

0

0

0

0



PIT / NODE DETAILS

Name

HGL

Version 8

Overflow Constraint


(cu.m/s) (cu.m) (m)


Name Max

Flow

Due to Storm

Cat1

Cat3

Cat7

Cat12

Cat10

Cat14A

Cat2

Cat4

Cat5

Cat6

Cat8

Cat9

Cat11

(cu.m/s)






3.89 AR&R 10 year, 4.5 hours storm, average 15.6 mm/h, Zone 1








Cat13

Cat14








1302005

1535668

1715492










392062

434857.5

472131

564058.5

631164.6

747982.4

841566.5

988990.1

1162850


838212.61 (64.4%) -78462.64 (-351.1%)


916675.25 (71.6%)

940665.65 (61.3%) -96454.98 (-365.9%) 1037120.63 (68.7%)

1025986.00 (59.8%)-121792.88 (-413.6%) 1147778.88 (68.1%)

61878.45 (15.8%) -150828.70 (-2241.3%) 212707.16 (55.2%)

75872.91 (17.4%) -176259.47 (-2361.4%) 252132.38 (59.0%)

87401.17 (18.5%) -197943.89 (-2442.6%) 285345.06 (61.5%)

137416.56 (24.4%) -231288.19 (-2388.9%) 368704.75 (66.5%)

185932.80 (29.5%) -240231.80 (-2217.5%) 426164.59 (68.7%)

285490.63 (38.2%) -235085.66 (-1831.1%) 520576.28 (70.8%)

376045.08 (44.7%) -221553.73 (-1533.8%) 597598.81 (72.3%)

530813.39 (53.7%) -172679.80 (-1017.2%) 703493.19 (72.4%)

706209.78 (60.7%) -118361.72 (-593.0%) 824571.50 (72.1%)


Name

OF1


4.5

8.648

0.488

OF3

OF7

OF12

OF10

2.932

2.598

3.364

5.124

8.439

5.706

4.529

12.523

0.488

0.488

0.488

0.488

OF14A

OF2

OF4

OF5

OF6

OF8

OF9

OF11

OF13

OFOUT

3.89

8.648

16.513

19.242

22.651

28.138

31.586

12.522

16.969

53.193

7.465

13.735

19.241

22.65

25.679

31.586

36.822

13.628

21.694

53.193

0.488

0.488

4.777

0.488

0.488

0.488

0.488

0.488

0.488

0.488

Max D

0.878

0.87

0.75

0.689

1.013

0.83

1.05

1.199

1.279

1.343

1.458

1.55

1.047

1.257

0.819


2.51

6.52

Due to Storm


2.47

1.91

6.47

5.75



1.65

3.21

2.28

3.41

4.26

5.38

7.33

6.23

7.55

8.44



2.75 AR&R 10 year, 4.5 hours storm, average 15.6 mm/h, Zone 1



4.74

5.15

5.9

6.52

3.39

4.61

4.4

8.92

9.31

10

10.55

7.53

8.79

12.16








N6

N8

N9

N11

N13

N14

CONTINUITY CHECK for AR&R 10 year, 4.5 hours storm, average 15.6 mm/h, Zone 1


(cu.m) %

N1

N3

N7

(cu.m) (cu.m)

57079.85 57079.85

28852.04 28852.04

41392.85 41392.85

0

0

0

0

0

0

N12

N10

OUT

N14A

N2

N4

N5

32276.22 32276.22

44023.1

44023.1

684009.8 684009.8

22693.11 22693.11

113135.6 113131.4

200194.6

200182

248223.4 248208.1

0

0

0

0

0

0

0

0

0

0

0

0

0

0

299935.7 299911.3

384568.9

384528

430642.3 430592.1

117707.8 117706.7

169637.3

169632

688381 688316.2

0

0

0

0

0

0

0

0

0

0

0

0



PIT / NODE DETAILS

Name

HGL

Version 8

Overflow Constraint


(cu.m/s) (cu.m) (m)


Name Max

Flow

Due to Storm

Cat1

Cat3

Cat7

Cat12

Cat10

Cat14A

Cat2

Cat4

Cat5

Cat6

Cat8

Cat9

Cat11

(cu.m/s)














Cat13

Cat14








1987920

2355851

2664061










590853.9

648834.9

704054.9

832441.5

927695.9

1103296

1249118

1480959

1759350


1486468.74 (74.8%)-91079.26 (-266.9%)


1577548.00 (80.7%)

1786113.44 (75.8%)-35281.31 (-87.3%)

1970493.36 (74.0%)-59081.89 (-129.2%)

1821394.75 (78.7%)

2029575.25 (77.5%)

145448.28 (24.6%) -260628.22 (-2569.9%) 406076.50 (69.9%)

167585.53 (25.8%) -292453.38 (-2626.0%) 460038.91 (72.1%)

188674.38 (26.8%) -322391.38 (-2667.8%) 511065.75 (73.9%)

277276.47 (33.3%) -353519.53 (-2474.2%) 630796.00 (77.1%)

360435.00 (38.9%) -355107.63 (-2230.1%) 715542.63 (78.5%)

535523.69 (48.5%) -332360.69 (-1755.1%) 867884.38 (80.0%)

692661.72 (55.5%) -301987.66 (-1408.5%) 994649.38 (81.0%)

958671.69 (64.7%) -224912.94 (-884.8%) 1183584.63 (81.3%)

1258782.38 (71.5%)-147115.13 (-487.2%) 1405897.50 (81.3%)


Name

OF1


8.286

16.223

0.488

OF3

OF7

OF12

OF10

4.918

5.568

5.595

8.615

14.147

12.171

7.661

20.444

0.488

0.488

0.488

0.488

OF14A

OF2

OF4

OF5

OF6

OF8

OF9

OF11

OF13

OFOUT

6.535

16.222

29.821

35.814

42.882

54.485

61.141

20.442

28.122

13.947

25.098

35.812

42.881

49.173

61.141

71.043

22.585

37.897

100.059

100.059

0.488

0.488

4.777

0.488

0.488

0.488

0.488

0.488

0.488

0.488

Max D

1.121

1.063

1.002

0.838

1.228

1.057

1.331

1.533

1.646

1.738

1.896

2.012

1.277

1.568

1


3.8

7.97

3.48

3.15

7.63

7.26

Due to Storm




2.32

4.43

3.44

5.07

6.4

6.28

8.62

7.59

9.24

10.45






7.2

7.88

9.08

10.02

4.73

6.64

8.27

11.13

11.68

12.62

13.32

8.91

10.66

12.2








N6

N8

N9

N11

N13

N14



(cu.m) %

N1

N3

N7

(cu.m) (cu.m)

57510.5

57510.5

32685.69 32685.69

33454.02 33454.02

0

0

0

0

0

0

N12

N10

OUT

N14A

N2

N4

N5

36795.81 36795.81

51276.04 51276.04

648427.4 648427.4

26005.32 26005.32

109571.5 109554.8

202685.6 202644.4

240312.6 240259.2

0

0

0

0

0

0

0

0

0

0

0

0

0

0

283513.3 283440.8

348668 348557.1

390495.3 390365.5

134057.3 134053.4

187219.7 187201.1

660809.4

660632

0

0

0

0

0

0

0

0

0

0

0

0



Developed Catchment



Catchment Results - Developed 1 year ARI


PIT / NODE DETAILS

Name

HGL

Version 8

Overflow Constraint


(cu.m/s) (cu.m) (m)


Name Max

Flow

Due to Storm

Cat1

Cat3

Cat7

Cat12

Cat10

Cat14A

Cat2

Cat4

Cat5

Cat6

Cat8

Cat9

Cat11

(cu.m/s)














Cat13

Cat14








686991.9

796244.7

884541.4










215358

240207

261756.6

314326

356169

414992

460548.6

536738.3

619485.6


293390.84 (42.7%) -47981.38 (-339.3%)


341372.22 (50.7%)

322868.80 (40.5%) -60775.77 (-370.8%)

331010.56 (37.4%) -95787.22 (-526.1%)

383644.56 (49.2%)

426797.78 (49.3%)

8986.36 (4.2%) -33816.93 (-762.9%) 42803.29 (20.3%)

13663.89 (5.7%) -50504.27 (-1021.4%) 64168.16 (27.3%)

17793.70 (6.8%) -64281.50 (-1193.0%) 82075.20 (32.0%)

34053.08 (10.8%) -92599.81 (-1431.2%) 126652.89 (41.1%)

52623.73 (14.8%) -107595.14 (-1467.6%) 160218.88 (45.9%)

85312.85 (20.6%) -113870.70 (-1333.0%) 199183.55 (49.0%)

116384.38 (25.3%) -112404.63 (-1185.7%) 228789.00 (50.7%)

171424.35 (31.9%) -95868.21 (-867.7%)

236054.78 (38.1%) -70119.75 (-549.9%)

267292.56 (50.8%)

306174.53 (50.5%)


Name

OF1


1.542

2.894

0.488

OF3

OF7

OF12

OF10

1.098

0.677

1.261

1.96

2.989

1.467

1.499

4.599

0.488

0.488

0.488

0.488

OF14A

OF2

OF4

OF5

OF6

OF8

OF9

OF11

OF13

OFOUT

2.004

2.894

5.825

6.363

7.012

7.99

9.109

4.599

6.091

17.159

3.04

4.778

6.363

7.012

7.543

9.109

10.981

4.829

7.906

17.159

0.488

0.488

4.777

0.488

0.488

0.488

0.488

0.488

0.488

0.488

Max D

0.585

0.592

0.453

0.457

0.693

0.596

0.703

0.781

0.81

0.833

0.896

0.963

0.705

0.848

0.407


1.24

4.68

Due to Storm


1.26

0.81

4.74

3.63



0.82

1.66

1.28

1.71

2.06

3.66

5.41

4.76

5.47

5.94






2.19

2.3

2.6

2.94

1.72

2.37

1.43

6.11

6.25

6.62

7.03

5.48

6.34

12.08








N6

N8

N9

N11

N13

N14



(cu.m) %

N1

N3

N7

(cu.m) (cu.m)

8819.88

8819.88

6332.14

6332.14

4428.89

4428.89

0

0

0

0

0

0

N12

N10

OUT

N14A

N2

N4

N5

7235.7

7235.7

10685.91 10685.91

102600

8092.36

102600

8092.36

15959.63 15955.43

32074.27 32064.08

36838.38 36823.82

0

0

0

0

0

0

0

0

0

0

0

0

0

0

42170.63 42153.11

49256.88 49233.53

54739.58 54713.22

26203.48 26201.39

35274.45 35265.38

105419.1 105378.5

0

0

0

0

0

0

0

0

0

0

0

0



PIT / NODE DETAILS

Name

HGL

Version 8

Overflow Constraint


(cu.m/s) (cu.m) (m)


Name Max

Flow

Due to Storm

Cat1

Cat3

Cat7

Cat12

Cat10

Cat14A

Cat2

Cat4

Cat5

Cat6

Cat8

Cat9

Cat11

(cu.m/s)














Cat13

Cat14








1302005

1535668

1715492










392062

434857.5

472131

564058.5

631164.6

747982.4

841566.5

988990.1

1162850


840073.09 (64.5%) -73402.47 (-273.9%)


913475.56 (71.6%)

950004.64 (61.9%) -83512.36 (-264.2%) 1033517.00 (68.7%)

1030817.88 (60.1%)-112962.75 (-319.9%) 1143780.63 (68.1%)

62944.52 (16.1%) -149022.69 (-1846.6%) 211967.20 (55.2%)

77049.44 (17.7%) -174205.48 (-1946.2%) 251254.92 (59.0%)

88676.91 (18.8%) -195674.84 (-2013.4%) 284351.75 (61.5%)

139287.77 (24.7%) -228133.73 (-1964.9%) 367421.50 (66.5%)

187736.72 (29.7%) -236945.63 (-1823.8%) 424682.34 (68.7%)

287811.30 (38.5%) -230955.08 (-1500.0%) 518766.38 (70.8%)

378825.31 (45.0%) -216694.50 (-1250.9%) 595519.81 (72.3%)

533277.42 (53.9%) -167764.58 (-824.1%) 701042.00 (72.4%)

708351.64 (60.9%) -113340.86 (-473.5%) 821692.50 (72.1%)


Name

OF1


4.5

8.648

0.488

OF3

OF7

OF12

OF10

2.932

2.598

3.364

5.124

8.439

5.706

4.529

12.523

0.488

0.488

0.488

0.488

OF14A

OF2

OF4

OF5

OF6

OF8

OF9

OF11

OF13

OFOUT

5.291

8.648

16.513

19.242

22.651

28.138

31.586

12.522

16.969

53.665

8.248

13.735

19.241

22.65

25.679

31.586

37.268

13.628

22.455

53.665

0.488

0.488

4.777

0.488

0.488

0.488

0.488

0.488

0.488

0.488

Max D

0.878

0.87

0.75

0.689

1.013

0.862

1.05

1.199

1.279

1.343

1.458

1.557

1.047

1.274

0.823


2.51

6.52

Due to Storm


2.47

1.91

6.47

5.75



1.65

3.21

2.44

3.41

4.26

5.38

7.33

6.42

7.55

8.44






4.74

5.15

5.9

6.57

3.39

4.71

4.44

8.92

9.31

10

10.59

7.53

8.9

12.16








N6

N8

N9

N11

N13

N14



(cu.m) %

N1

N3

N7

(cu.m) (cu.m)

30845.52 30845.52

18863.29 18863.29

16796.2

16796.2

0

0

0

0

0

0

N12

N10

OUT

N14A

N2

N4

N5

21309.03 21309.03

30094.79 30094.79

347377.6 347377.6

17058.91 17058.91

57901.16 57890.22

109637 109610

128115.9 128081.2

0

0

0

0

0

0

0

0

0

0

0

0

0

0

149265.9 149220.1

179790.2 179723.8

201129.1 201052.2

77494.45 77491.19

106910.3 106895.4

354932.8 354825.4

0

0

0

0

0

0

0

0

0

0

0

0



PIT / NODE DETAILS

Name

HGL

Version 8

Overflow Constraint


(cu.m/s) (cu.m) (m)


Name Max

Flow

Due to Storm

Cat1

Cat3

Cat7

Cat12

Cat10

Cat14A

Cat2

Cat4

Cat5

Cat6

Cat8

Cat9

Cat11

(cu.m/s)














Cat13

Cat14








1987920

2355851

2664061










590853.9

648834.9

704054.9

832441.5

927695.9

1103296

1249118

1480959

1759350


1489441.01 (74.9%)-82593.37 (-201.8%)


1572034.38 (80.7%)

1788790.58 (75.9%)-26240.92 (-54.1%)

1972728.95 (74.0%)-49803.05 (-90.8%)

1815031.50 (78.7%)

2022532.00 (77.5%)

147077.75 (24.9%) -257585.66 (-2117.9%) 404663.41 (69.9%)

169379.47 (26.1%) -289058.59 (-2164.3%) 458438.06 (72.1%)

190628.50 (27.1%) -318658.72 (-2198.8%) 509287.22 (73.9%)

279682.16 (33.6%) -348919.59 (-2036.3%) 628601.75 (77.1%)

363188.25 (39.1%) -349865.50 (-1832.2%) 713053.75 (78.5%)

538879.44 (48.8%) -325987.94 (-1435.4%) 864867.38 (80.0%)

696099.34 (55.7%) -295092.22 (-1147.7%) 991191.56 (81.0%)

962484.00 (65.0%) -216985.63 (-711.8%) 1179469.63 (81.3%)

1261599.44 (71.7%)-139413.69 (-385.0%) 1401013.13 (81.3%)


Name

OF1


8.286

16.223

0.488

OF3

OF7

OF12

OF10

4.918

5.568

5.595

8.615

14.147

12.171

7.661

20.444

0.488

0.488

0.488

0.488

OF14A

OF2

OF4

OF5

OF6

OF8

OF9

OF11

OF13

OFOUT

8.535

16.222

29.821

35.814

42.882

54.485

61.141

20.442

28.122

14.219

25.098

35.812

42.881

49.173

61.141

71.295

22.585

38.253

100.095

100.095

0.488

0.488

4.777

0.488

0.488

0.488

0.488

0.488

0.488

0.488

Max D

1.121

1.063

1.002

0.838

1.228

1.064

1.331

1.533

1.646

1.738

1.896

2.015

1.277

1.574

1


3.8

7.97

3.48

3.15

7.63

7.26

Due to Storm




2.32

4.43

3.49

5.07

6.4

6.28

8.62

7.64

9.24

10.45






7.2

7.88

9.08

10.04

4.73

6.68

8.27

11.13

11.68

12.62

13.34

8.91

10.69

12.2








N6

N8

N9

N11

N13

N14



(cu.m) %

N1

N3

N7

(cu.m) (cu.m)

57510.5

57510.5

32685.69 32685.69

33454.02 33454.02

0

0

0

0

0

0

N12

N10

OUT

N14A

N2

N4

N5

36795.81 36795.81

51276.04 51276.04

651931.4 651931.4

26696.9

26696.9

109571.5 109554.8

202685.6 202644.4

240312.6 240259.2

0

0

0

0

0

0

0

0

0

0

0

0

0

0

283513.3 283440.8

348668 348557.1

390495.3 390365.5

134057.3 134053.4

187219.7 187201.1

664256.9 664078.8

0

0

0

0

0

0

0

0

0

0

0

0



Appendix E

Culvert Calculations


1 year ARI - Peak Outflow Hydrograph

20

18

16

14

12

10

8

6

4

2

0

0 100 200 300 400 500

Time (mins)

600 700 800 900

Undeveloped

Developed


60

50

40

30

20

10

0

0 100 200 300 400 500

Time (mins)

600 700 800 900

Undeveloped

Developed


80

60

40

120

100

20

0

0 100 200 300 400 500

Time (mins)

600 700 800 900

Undeveloped

Developed



Existing Culvert No. 1

CulvertW Results


CulvertW - Design Case No 1

(File: 13237C01.CUL - Date: 8-8-2013)

14.000m

2 No 1200 cl 2 RCP (1.220m dia) at a slope= 1.43%

Inlet RL 112.840m

Outlet RL 112.640m

Culvert Data

Using Mannings 'n'

Entrance Loss Coefficient 'k'

Entrance - Socket end & headwall

= 0.011

= 0.200

Weir Data

Weir Length = 10.000m

Weir Coefficient

Weir Crest Height = 4.710m (RL 117.350m)

= 0.577

No Channel Data specified to be used

Headwater

Approach Flow

Flow in each Culvert

Tailwater depth

Using fixed Tailwater depth

Critical depth at outlet

Effective tailwater depth

Head Loss in Culvert

Depth at outlet adopted to calculate outlet velocity

Outlet Velocity

= 1.530m3/s

= 0.765m3/s

= 0.000m (RL 112.640m)

= 0.471m (RL 113.111m)

= 0.471m (RL 113.111m)

= 0.241m

= 0.321m (RL 112.961m)

= 3.118m/s

INLET control

Headwater is at RL 113.467m - 0.627m above inlet invert

Tailwater is at RL 112.640m - 0.000m above outlet invert

Copyright IceMinster Pty Ltd(1994)

Ph Australia 015 - 141 221


(File: 13237C01.CUL - Date: 8-8-2013)

14.000m


Inlet RL 112.840m

Outlet RL 112.640m

Culvert Data

Using Mannings 'n'



= 0.011

= 0.200

Weir Data


Weir Coefficient


= 0.577


Headwater

Approach Flow


Tailwater depth






Outlet Velocity

= 2.000m3/s

= 1.000m3/s

= 0.000m (RL 112.640m)

= 0.541m (RL 113.181m)

= 0.541m (RL 113.181m)

= 0.281m

= 0.371m (RL 113.011m)

= 3.332m/s

INLET control






(File: 13237C01.CUL - Date: 8-8-2013)

14.000m


Inlet RL 112.840m

Outlet RL 112.640m

Culvert Data

Using Mannings 'n'



= 0.011

= 0.200

Weir Data


Weir Coefficient


= 0.577


Headwater

Approach Flow


Tailwater depth






Outlet Velocity

= 2.300m3/s

= 1.150m3/s

= 0.000m (RL 112.640m)

= 0.581m (RL 113.221m)

= 0.581m (RL 113.221m)

= 0.306m

= 0.402m (RL 113.042m)

= 3.421m/s

INLET control






(File: 13237C01.CUL - Date: 8-8-2013)

14.000m


Inlet RL 112.840m

Outlet RL 112.640m

Culvert Data

Using Mannings 'n'



= 0.011

= 0.200

Weir Data


Weir Coefficient


= 0.577


Headwater

Approach Flow


Tailwater depth






Outlet Velocity

= 3.080m3/s

= 1.540m3/s

= 0.000m (RL 112.640m)

= 0.675m (RL 113.315m)

= 0.675m (RL 113.315m)

= 0.371m

= 0.469m (RL 113.109m)

= 3.724m/s

INLET control






(File: 13237C01.CUL - Date: 8-8-2013)

14.000m


Inlet RL 112.840m

Outlet RL 112.640m

Culvert Data

Using Mannings 'n'



= 0.011

= 0.200

Weir Data


Weir Coefficient


= 0.577


Headwater

Approach Flow


Tailwater depth






Outlet Velocity

= 3.300m3/s

= 1.650m3/s

= 0.000m (RL 112.640m)

= 0.699m (RL 113.339m)

= 0.699m (RL 113.339m)

= 0.389m

= 0.487m (RL 113.127m)

= 3.787m/s

INLET control






(File: 13237C01.CUL - Date: 8-8-2013)

14.000m


Inlet RL 112.840m

Outlet RL 112.640m

Culvert Data

Using Mannings 'n'



= 0.011

= 0.200

Weir Data


Weir Coefficient


= 0.577


Headwater

Approach Flow


Tailwater depth






Outlet Velocity

= 4.450m3/s

= 2.225m3/s

= 0.000m (RL 112.640m)

= 0.815m (RL 113.455m)

= 1.018m (RL 113.658m)

= 0.252m

= 0.579m (RL 113.219m)

= 4.066m/s

INLET control






(File: 13237C01.CUL - Date: 8-8-2013)

14.000m


Inlet RL 112.840m

Outlet RL 112.640m

Culvert Data

Using Mannings 'n'



= 0.011

= 0.200

Weir Data


Weir Coefficient


= 0.577


Headwater

Approach Flow


Tailwater depth






Outlet Velocity

= 3.890m3/s

= 1.945m3/s

= 0.000m (RL 112.640m)

= 0.761m (RL 113.401m)

= 0.990m (RL 113.630m)

= 0.192m

= 0.535m (RL 113.175m)

= 3.944m/s

INLET control






(File: 13237C01.CUL - Date: 8-8-2013)

14.000m


Inlet RL 112.840m

Outlet RL 112.640m

Culvert Data

Using Mannings 'n'



= 0.011

= 0.200

Weir Data


Weir Coefficient


= 0.577


Headwater

Approach Flow


Tailwater depth






Outlet Velocity

= 5.290m3/s

= 2.645m3/s

= 0.000m (RL 112.640m)

= 0.891m (RL 113.531m)

= 1.055m (RL 113.695m)

= 0.355m

= 0.637m (RL 113.277m)

= 4.280m/s

INLET control

Headwater is at RL 114.169m - 0.109m above inlet obvert





(File: 13237C01.CUL - Date: 8-8-2013)

14.000m


Inlet RL 112.840m

Outlet RL 112.640m

Culvert Data

Using Mannings 'n'



= 0.011

= 0.200

Weir Data


Weir Coefficient


= 0.577


Headwater

Approach Flow


Tailwater depth






Outlet Velocity

= 4.710m3/s

= 2.355m3/s

= 0.000m (RL 112.640m)

= 0.839m (RL 113.479m)

= 1.030m (RL 113.670m)

= 0.282m

= 0.599m (RL 113.239m)

= 4.126m/s

INLET control






(File: 13237C01.CUL - Date: 8-8-2013)

14.000m


Inlet RL 112.840m

Outlet RL 112.640m

Culvert Data

Using Mannings 'n'



= 0.011

= 0.200

Weir Data


Weir Coefficient


= 0.577


Headwater

Approach Flow


Tailwater depth






Outlet Velocity

= 6.400m3/s

= 3.200m3/s

= 0.000m (RL 112.640m)

= 0.982m (RL 113.622m)

= 1.101m (RL 113.741m)

= 0.520m

= 0.711m (RL 113.351m)

= 4.526m/s

INLET control






(File: 13237C01.CUL - Date: 8-8-2013)

14.000m


Inlet RL 112.840m

Outlet RL 112.640m

Culvert Data

Using Mannings 'n'



= 0.011

= 0.200

Weir Data


Weir Coefficient


= 0.577


Headwater

Approach Flow


Tailwater depth






Outlet Velocity

= 5.630m3/s

= 2.815m3/s

= 0.000m (RL 112.640m)

= 0.920m (RL 113.560m)

= 1.070m (RL 113.710m)

= 0.403m

= 0.660m (RL 113.300m)

= 4.360m/s

INLET control






(File: 13237C01.CUL - Date: 8-8-2013)

14.000m


Inlet RL 112.840m

Outlet RL 112.640m

Culvert Data

Using Mannings 'n'



= 0.011

= 0.200

Weir Data


Weir Coefficient


= 0.577


Headwater

Approach Flow


Tailwater depth






Outlet Velocity

= 7.450m3/s

= 3.725m3/s

= 0.000m (RL 112.640m)

= 1.052m (RL 113.692m)

= 1.136m (RL 113.776m)

= 0.705m

= 0.779m (RL 113.419m)

= 4.729m/s

INLET control






(File: 13237C01.CUL - Date: 8-8-2013)

14.000m


Inlet RL 112.840m

Outlet RL 112.640m

Culvert Data

Using Mannings 'n'



= 0.011

= 0.200

Weir Data


Weir Coefficient


= 0.577


Headwater

Approach Flow


Tailwater depth






Outlet Velocity

= 6.540m3/s

= 3.270m3/s

= 0.000m (RL 112.640m)

= 0.993m (RL 113.633m)

= 1.107m (RL 113.747m)

= 0.543m

= 0.720m (RL 113.360m)

= 4.554m/s

INLET control






(File: 13237C01.CUL - Date: 8-8-2013)

14.000m


Inlet RL 112.840m

Outlet RL 112.640m

Culvert Data

Using Mannings 'n'



= 0.011

= 0.200

Weir Data


Weir Coefficient


= 0.577


Headwater

Approach Flow


Tailwater depth






Outlet Velocity

= 8.540m3/s

= 4.270m3/s

= 0.000m (RL 112.640m)

= 1.091m (RL 113.731m)

= 1.155m (RL 113.795m)

= 0.926m

= 0.853m (RL 113.493m)

= 4.890m/s

INLET control






(File: 13237C02.CUL - Date: 12-8-2013)

8.700m


Inlet RL 110.250m

Outlet RL 110.210m

Culvert Data

Using Mannings 'n'



= 0.011

= 0.200

Weir Data


Weir Coefficient


= 0.577


Headwater

Approach Flow


Tailwater depth






Outlet Velocity

= 17.100m3/s

= 8.550m3/s

= 0.000m (RL 110.210m)

= 1.450m (RL 111.660m)

= 1.639m (RL 111.849m)

= 0.681m

= 1.485m (RL 111.695m)

= 3.743m/s

INLET control






(File: 13237C02.CUL - Date: 12-8-2013)

8.700m


Inlet RL 110.250m

Outlet RL 110.210m

Culvert Data

Using Mannings 'n'



= 0.011

= 0.200

Weir Data


Weir Coefficient


= 0.577


Headwater

Approach Flow


Tailwater depth






Outlet Velocity

= 17.200m3/s

= 8.600m3/s

= 0.000m (RL 110.210m)

= 1.455m (RL 111.665m)

= 1.641m (RL 111.851m)

= 0.689m

= 1.493m (RL 111.703m)

= 3.747m/s

INLET control






(File: 13237C02.CUL - Date: 12-8-2013)

8.700m


Inlet RL 110.250m

Outlet RL 110.210m

Culvert Data

Using Mannings 'n'



= 0.011

= 0.200

Weir Data


Weir Coefficient


= 0.577


Headwater

Approach Flow


Flow over weir

Tailwater depth






Outlet Velocity

= 28.500m3/s

= 11.342m3/s

= 5.816m3/s (depth = 0.488m)

= 0.000m (RL 110.210m)

= 1.619m (RL 111.829m)

= 1.723m (RL 111.933m)

= 1.193m

= 1.828m (RL 112.038m)

= 4.312m/s

INLET control

Headwater is at RL 113.228m - 0.488m above Weir Crest





(File: 13237C02.CUL - Date: 12-8-2013)

8.700m


Inlet RL 110.250m

Outlet RL 110.210m

Culvert Data

Using Mannings 'n'



= 0.011

= 0.200

Weir Data


Weir Coefficient


= 0.577


Headwater

Approach Flow


Flow over weir

Tailwater depth






Outlet Velocity

= 28.600m3/s

= 11.353m3/s

= 5.894m3/s (depth = 0.493m)

= 0.000m (RL 110.210m)

= 1.618m (RL 111.828m)

= 1.723m (RL 111.933m)

= 1.189m

= 1.828m (RL 112.038m)

= 4.305m/s

INLET control






(File: 13237C02.CUL - Date: 12-8-2013)

8.700m


Inlet RL 110.250m

Outlet RL 110.210m

Culvert Data

Using Mannings 'n'



= 0.011

= 0.200

Weir Data


Weir Coefficient


= 0.577


Headwater

Approach Flow


Flow over weir

Tailwater depth






Outlet Velocity

= 42.900m3/s

= 12.715m3/s

= 17.471m3/s (depth = 1.017m)

= 0.000m (RL 110.210m)

= 1.668m (RL 111.878m)

= 1.748m (RL 111.958m)

= 1.496m

= 1.828m (RL 112.038m)

= 4.828m/s

INLET control






(File: 13237C02.CUL - Date: 12-8-2013)

8.700m


Inlet RL 110.250m

Outlet RL 110.210m

Culvert Data

Using Mannings 'n'



= 0.011

= 0.200

Weir Data


Weir Coefficient


= 0.577


Headwater

Approach Flow


Flow over weir

Tailwater depth






Outlet Velocity

= 42.900m3/s

= 12.715m3/s

= 17.471m3/s (depth = 1.017m)

= 0.000m (RL 110.210m)

= 1.668m (RL 111.878m)

= 1.748m (RL 111.958m)

= 1.496m

= 1.828m (RL 112.038m)

= 4.828m/s

INLET control






(File: 13237C02.CUL - Date: 12-8-2013)

8.700m


Inlet RL 110.250m

Outlet RL 110.210m

Culvert Data

Using Mannings 'n'



= 0.011

= 0.200

Weir Data


Weir Coefficient


= 0.577


Headwater

Approach Flow


Flow over weir

Tailwater depth






Outlet Velocity

= 53.200m3/s

= 13.503m3/s

= 26.193m3/s (depth = 1.332m)

= 0.000m (RL 110.210m)

= 1.695m (RL 111.905m)

= 1.762m (RL 111.972m)

= 1.686m

= 1.828m (RL 112.038m)

= 5.126m/s

INLET control






(File: 13237C02.CUL - Date: 12-8-2013)

8.700m


Inlet RL 110.250m

Outlet RL 110.210m

Culvert Data

Using Mannings 'n'



= 0.011

= 0.200

Weir Data


Weir Coefficient


= 0.577


Headwater

Approach Flow


Flow over weir

Tailwater depth






Outlet Velocity

= 53.700m3/s

= 13.539m3/s

= 26.621m3/s (depth = 1.346m)

= 0.000m (RL 110.210m)

= 1.697m (RL 111.907m)

= 1.763m (RL 111.973m)

= 1.701m

= 1.828m (RL 112.038m)

= 5.148m/s

INLET control






(File: 13237C02.CUL - Date: 12-8-2013)

8.700m


Inlet RL 110.250m

Outlet RL 110.210m

Culvert Data

Using Mannings 'n'



= 0.011

= 0.200

Weir Data


Weir Coefficient


= 0.577


Headwater

Approach Flow


Flow over weir

Tailwater depth






Outlet Velocity

= 66.600m3/s

= 14.402m3/s

= 37.796m3/s (depth = 1.701m)

= 0.000m (RL 110.210m)

= 1.725m (RL 111.935m)

= 1.776m (RL 111.986m)

= 1.917m

= 1.828m (RL 112.038m)

= 5.466m/s

INLET control






(File: 13237C02.CUL - Date: 12-8-2013)

8.700m


Inlet RL 110.250m

Outlet RL 110.210m

Culvert Data

Using Mannings 'n'



= 0.011

= 0.200

Weir Data


Weir Coefficient


= 0.577


Headwater

Approach Flow


Flow over weir

Tailwater depth






Outlet Velocity

= 66.600m3/s

= 14.402m3/s

= 37.796m3/s (depth = 1.701m)

= 0.000m (RL 110.210m)

= 1.725m (RL 111.935m)

= 1.776m (RL 111.986m)

= 1.917m

= 1.828m (RL 112.038m)

= 5.466m/s

INLET control






(File: 13237C02.CUL - Date: 12-8-2013)

8.700m


Inlet RL 110.250m

Outlet RL 110.210m

Culvert Data

Using Mannings 'n'



= 0.011

= 0.200

Weir Data


Weir Coefficient


= 0.577


Headwater

Approach Flow


Flow over weir

Tailwater depth






Outlet Velocity

= 85.400m3/s

= 15.506m3/s

= 54.387m3/s (depth = 2.168m)

= 0.000m (RL 110.210m)

= 1.759m (RL 111.969m)

= 1.793m (RL 112.003m)

= 2.220m

= 1.828m (RL 112.038m)

= 5.881m/s

INLET control






(File: 13237C02.CUL - Date: 12-8-2013)

8.700m


Inlet RL 110.250m

Outlet RL 110.210m

Culvert Data

Using Mannings 'n'



= 0.011

= 0.200

Weir Data


Weir Coefficient


= 0.577


Headwater

Approach Flow


Flow over weir

Tailwater depth






Outlet Velocity

= 85.500m3/s

= 15.512m3/s

= 54.476m3/s (depth = 2.170m)

= 0.000m (RL 110.210m)

= 1.759m (RL 111.969m)

= 1.794m (RL 112.004m)

= 2.225m

= 1.828m (RL 112.038m)

= 5.888m/s

INLET control






(File: 13237C02.CUL - Date: 12-8-2013)

8.700m


Inlet RL 110.250m

Outlet RL 110.210m

Culvert Data

Using Mannings 'n'



= 0.011

= 0.200

Weir Data


Weir Coefficient


= 0.577


Headwater

Approach Flow


Flow over weir

Tailwater depth






Outlet Velocity

= 100.000m3/s

= 16.277m3/s

= 67.446m3/s (depth = 2.502m)

= 0.000m (RL 110.210m)

= 1.783m (RL 111.993m)

= 1.806m (RL 112.016m)

= 2.466m

= 1.828m (RL 112.038m)

= 6.199m/s

INLET control






(File: 13237C02.CUL - Date: 12-8-2013)

8.700m


Inlet RL 110.250m

Outlet RL 110.210m

Culvert Data

Using Mannings 'n'



= 0.011

= 0.200

Weir Data


Weir Coefficient


= 0.577


Headwater

Approach Flow


Flow over weir

Tailwater depth






Outlet Velocity

= 100.100m3/s

= 16.282m3/s

= 67.536m3/s (depth = 2.505m)

= 0.000m (RL 110.210m)

= 1.784m (RL 111.994m)

= 1.806m (RL 112.016m)

= 2.471m

= 1.828m (RL 112.038m)

= 6.205m/s

INLET control






(File: 13237C03.CUL - Date: 12-8-2013)

14.000m


Inlet RL 112.840m

Outlet RL 112.640m

Culvert Data

Using Mannings 'n'



= 0.011

= 0.200

Weir Data


Weir Coefficient


= 0.577


Headwater

Approach Flow


Tailwater depth






Outlet Velocity

= 2.000m3/s

= 0.667m3/s

= 0.000m (RL 112.640m)

= 0.439m (RL 113.079m)

= 0.439m (RL 113.079m)

= 0.224m

= 0.300m (RL 112.940m)

= 2.987m/s

INLET control






(File: 13237C03.CUL - Date: 12-8-2013)

14.000m


Inlet RL 112.840m

Outlet RL 112.640m

Culvert Data

Using Mannings 'n'



= 0.011

= 0.200

Weir Data


Weir Coefficient


= 0.577


Headwater

Approach Flow


Tailwater depth






Outlet Velocity

= 3.080m3/s

= 1.027m3/s

= 0.000m (RL 112.640m)

= 0.548m (RL 113.188m)

= 0.548m (RL 113.188m)

= 0.286m

= 0.376m (RL 113.016m)

= 3.350m/s

INLET control






(File: 13237C03.CUL - Date: 12-8-2013)

14.000m


Inlet RL 112.840m

Outlet RL 112.640m

Culvert Data

Using Mannings 'n'



= 0.011

= 0.200

Weir Data


Weir Coefficient


= 0.577


Headwater

Approach Flow


Tailwater depth






Outlet Velocity

= 4.450m3/s

= 1.483m3/s

= 0.000m (RL 112.640m)

= 0.662m (RL 113.302m)

= 0.662m (RL 113.302m)

= 0.361m

= 0.459m (RL 113.099m)

= 3.689m/s

INLET control






(File: 13237C03.CUL - Date: 12-8-2013)

14.000m


Inlet RL 112.840m

Outlet RL 112.640m

Culvert Data

Using Mannings 'n'



= 0.011

= 0.200

Weir Data


Weir Coefficient


= 0.577


Headwater

Approach Flow


Tailwater depth






Outlet Velocity

= 5.290m3/s

= 1.763m3/s

= 0.000m (RL 112.640m)

= 0.723m (RL 113.363m)

= 0.972m (RL 113.612m)

= 0.158m

= 0.506m (RL 113.146m)

= 3.848m/s

INLET control






(File: 13237C03.CUL - Date: 12-8-2013)

14.000m


Inlet RL 112.840m

Outlet RL 112.640m

Culvert Data

Using Mannings 'n'



= 0.011

= 0.200

Weir Data


Weir Coefficient


= 0.577


Headwater

Approach Flow


Tailwater depth






Outlet Velocity

= 6.400m3/s

= 2.133m3/s

= 0.000m (RL 112.640m)

= 0.798m (RL 113.438m)

= 1.009m (RL 113.649m)

= 0.231m

= 0.565m (RL 113.205m)

= 4.029m/s

INLET control






(File: 13237C03.CUL - Date: 12-8-2013)

14.000m


Inlet RL 112.840m

Outlet RL 112.640m

Culvert Data

Using Mannings 'n'



= 0.011

= 0.200

Weir Data


Weir Coefficient


= 0.577


Headwater

Approach Flow


Tailwater depth






Outlet Velocity

= 7.450m3/s

= 2.483m3/s

= 0.000m (RL 112.640m)

= 0.862m (RL 113.502m)

= 1.041m (RL 113.681m)

= 0.313m

= 0.616m (RL 113.256m)

= 4.197m/s

INLET control






(File: 13237C03.CUL - Date: 12-8-2013)

14.000m


Inlet RL 112.840m

Outlet RL 112.640m

Culvert Data

Using Mannings 'n'



= 0.011

= 0.200

Weir Data


Weir Coefficient


= 0.577


Headwater

Approach Flow


Tailwater depth






Outlet Velocity

= 8.540m3/s

= 2.847m3/s

= 0.000m (RL 112.640m)

= 0.925m (RL 113.565m)

= 1.072m (RL 113.712m)

= 0.412m

= 0.664m (RL 113.304m)

= 4.374m/s

INLET control



