drainage and flooding assessment · 2018-10-08 · transpiration (mm/month) 188 160 148 96 6653 56...

Proposed ResidentialSubdivision,

St Helena Lochinvar Stage 2

Drainage and FloodingAssessment

Thornton Land Company

Revision: 1Version Date: 29 May 2018

Geoff Craig & Associates Pty LtdABN 92 086 017 745

1 Hartley DriveThornton NSW 2322

PO Box 3337Thornton NSW 2322Australia

T: (02) 4964 1811F: (02) 4964 1822

St Helena, Lochinvar Stage 2Drainage and Flooding Assessment

17442C St Helena Stage 2 Drainage and Flooding r1 Page i

Revision Description Author Review Approved

1 DA Issue SH 29.05.18 SH 29.05.18 SH 29.05.18

© GCA Engineering Solutions (GCA) [2018].

The copyright in the drawings, information and data recorded in this document (the information) is owned by GCA EngineeringSolutions (GCA). This document and the information are solely for the use of the authorised recipient and this document may not beused, copied or reproduced in whole or part for any purpose other than that for which it was supplied by GCA. GCA makes norepresentation, undertakes no duty and accepts no responsibility to any third party who may choose to use or rely upon thisdocument or the information.


17442C St Helena Stage 2 Drainage and Flooding r1 Page ii

Contents

Page NumberList of acronyms ................................................................................................................................... iv1. INTRODUCTION .............................................................................................................................. 1

1.1 Background 11.2 Site Description 11.3 Proposed Development 1

2. WATER QUALITY ............................................................................................................................ 22.1 Methodology 22.2 STORMWATER QUALITY MODEL 2

2.2.1 Rainfall and Evapotranspiration 22.2.2 Land use 22.2.3 Hydrology 32.2.4 Pollutant Concentrations 32.2.1 Developed Model 4

2.3 MUSIC Model Results 6

3. WATER QUANTITY ......................................................................................................................... 73.1 Permissible site discharge (PSD) 73.2 Predevelopment results 73.3 Post Development Results 93.1 Conclusions 11

4. PRELIMINARY CULVERT DESIGN ............................................................................................... 124.1 Background 124.2 Criteria 124.3 Flow Rates 124.4 Sizing 12

5. SUMMARY AND CONCLUSIONS.................................................................................................. 136. REFERENCES ............................................................................................................................... 14

List of tablesTable 2-1: Monthly Average Potential Evapotranspiration Values 2Table 2-2: MUSIC parameters for the developed site 3Table 2-3: Baseflow and Stormflow pollutant concentration parameters for the developed

conditions 3Table 2-4: Supplied Humegard Treatment Parameters 4Table 2-5: Bio-retention Basin MUSIC Parameters 4Table 2-6: Wetland MUSIC Parameters 5Table 2-7: Comparison of MUSIC predicted average annual pollutant export for the proposed

treatment train (Catchment 1) 6Table 2-8: Comparison of MUSIC predicted average annual pollutant export for the proposed

treatment train (Catchment 2) 6Table 2-9: Comparison of MUSIC predicted average annual pollutant export for the proposed

treatment train (Catchment 6) 6Table 3-1 PSD 7Table 3-2: Adopted maximum outflows 9Table 3-3: Summary of Basin and Outlet Structures 10Table 3-4: Detention Volume 10Table 3-5: DRAINS Peak Flow Results for Detention Basins 11


17442C St Helena Stage 2 Drainage and Flooding r1 Page iii

List of figuresL104 Proposed Development LayoutFigure 1 Stormwater Management PlanFigure 2 Catchment Plan

List of appendicesAppendix A DRAINS Data SpreadsheetsAppendix B DRAINS Results SpreadsheetsAppendix C MUSIC ModelAppendix D Lochinvar Urban Release Area Flood Study Figure 11Appendix E Culvert Sizing


17442C St Helena Stage 2 Drainage and Flooding r1 Page iv

List of acronymsAEP Annual Exceedance Probability

ARI Average Recurrence Interval

ARR Australian Rainfall and Runoff

GCA GCA Engineering Solutions

IFD Intensity Frequency Duration

RCP Reinforced Concrete Pipe

MCC Maitland City Council

MOES Manual of Engineering Standards

NOW NSW Office of Water

RL Reduced Level

VRZ Vegetated Riparian Zone


17442C St Helena Stage 2 Drainage and Flooding r1 Page 1

1. INTRODUCTION

1.1 BackgroundThis report is to support a development application to Maitland City Council for thesubdivision of 163 residential allotments off St Helena Close Lochinvar. Earlier phases of thedevelopment comprised 27 allotments on the northern side of Terriere Drive, including Basin1 approved under Development Application 16-651. This report extends the existing Phase 1strategy to include the new proposal. It is noted that the Phase 1 strategy included Basin 2,the development footprint for which was approximately 21 Ha. This revised developmentproposal shifts the post development catchment boundary such that only around 20ha nowdischarged to Basin 2. Accordingly, modelling for basin 2 is revisited and included in theoverall outcome.

1.2 Site DescriptionThe Site is located west of Lochinvar adjacent to the New England Highway and is currentlyzoned R1 general residential pursuant to Maitland LEP 2011. Minimum Lot Size Zoning is450m2.

The Site is undulating, comprising slopes typically in the order of 3% to 5%. It is transectedby two minor gullies and a more major third order watercourse.

The northernmost gully rises in Catchment 1 and discharges to Basin 1, the subject of thePhase 1 approval.

The middle gully rises in Catchment 2 and discharges to Basin 2, which is revisited by thisreport.

The southernmost gully is a more major watercourse that contains a large farm dam (approx.1.4Ha in area). This gully drains a catchment area of around 118 Ha (Catchment 6a) to thesouth of the site. Around 10.9Ha (Catchment 6) of the proposed development site drainsdirectly to Basin 6, refer Figures 1 and 2.

1.3 Proposed DevelopmentThe proposed development comprises 163 residential allotments together with associatedroads and infrastructure.

For the purpose of this report, the proposed subdivision is assumed to have a universalimpervious area rate of 60% in accordance with MOES standards, however it should benoted that this is a conservative approach as the proposal includes a mix of larger 1500 m2

and smaller 800 m2 allotments.



2. WATER QUALITY

2.1 MethodologyIn accordance with Maitland City Council’s preference for managing water quality in asmaller number of larger discrete basins in public ownership, it is proposed to constructcombination water quality control pond and detention basins in the lower reaches of thenorthern gully (Basins 1 and 2) and to retain, reconstruct and enhance the existing farm damat Catchment 6.

Basin 1 (approved in Phase 1) is a wet basin while Basin 2 is a wet basin with bioretentionfilter in a pre-treatment chamber. Basin 6 (existing farm dam) will be a wetland.

Gross Pollutant Traps (GPT’s) will be provided at the downstream end of all pipe systemsprior to discharging into the respective basins.

The Model for Urban Stormwater Improvement Conceptualisation (MUSIC) published byeWater Limited is the currently accepted best practice tool for estimating the ameliorationeffects of proposed stormwater treatment trains with regard to water quality in urbandevelopment. MUSIC was used to confirm that total outflow from the proposed developmentwill meet the relevant criteria.

2.2 STORMWATER QUALITY MODEL

2.2.1 Rainfall and EvapotranspirationIn order to model the average annual export of the key indicator pollutants (SuspendedSolids, Total Phosphorous and Total Nitrogen), a standard continuous rainfall recordcollected at the Paterson Station (61250) from 1975 to 2010 was used. The long-termaverage annual rainfall for this data range is 821mm per year. Monthly average potentialevapotranspiration (PET) values were obtained using the default MUSIC values forNewcastle and are summarised in Table 2-1. The total annual average PET was 1404mm.

Table 2-1: Monthly Average Potential Evapotranspiration Values

Month Jan Feb Mar Apr May Jun Jul Aug Sep Oct Nov Dec

Evapo-transpiration(mm/month)

188 160 148 96 66 53 56 72 100 138 162 180

2.2.2 Land useThe following developed land use type was used in MUSIC to simulate the developed state:

· Lots - comprising lot, roof and road area were assigned a “Mixed” surface type with60% impervious fraction.



2.2.3 HydrologyHydrology parameters used in the model for each land use were adopted from the DraftNSW MUSIC Modelling Guidelines. A summary of these parameters is shown in Table 2-2.

Table 2-2: MUSIC parameters for the developed site

Parameter Lots

Surface Type Classification Mixed

Impervious Area

Impervious Percentage 60%

Rainfall Threshold (mm/day) 1.0

Pervious Area

Soil Storage Capacity (mm) 170

Initial Storage (% of Capacity) 30

Field Capacity (mm) 70

Infiltration Capacity Coefficient - a 210

Infiltration Capacity Exponent - b 4.7

Ground Water Properties

Initial Depth (mm) 10

Daily Recharge Rate (%) 50

Daily Baseflow Rate (%) 5

Daily Seepage Rate (%) 0

2.2.4 Pollutant ConcentrationsThe pollutant concentration parameter values for the developed state were adopted from theDraft NSW MUSIC Modelling Guidelines and are summarised in Table 2-3.

Table 2-3: Baseflow and Stormflow pollutant concentration parameters for thedeveloped conditions

Total Suspended Solids(TSS)

log10 mg/L

Total Phosphorus(TP)

log10 mg/L

Total Nitrogen(TN)

log10 mg/L

Mean Std. Dev. Mean Std. Dev. Mean Std. Dev.

Lots - Baseflow 1.20 0.17 -0.85 0.19 0.11 0.12

Lots - Stormflow 2.15 0.32 -0.60 0.25 0.30 0.19



2.2.1 Developed ModelGross Pollutant Trap - Humegard

MUSIC Treatment Nodes were supplied by Humes for the proposed Humegard GrossPollutant Traps (GPT). The adopted model parameters for the Humegard GPTs aresummarised in Table 2-4.

Table 2-4: Supplied Humegard Treatment Parameters

Parameter Value

High Flow Bypass 0.600 m3/s (GPT 1)1.050 m3/s (GPT 2)

Total Suspended Solids (TSS) Removal Rate 50%

Total Phosphorus (TP) Removal Rate 20%

Total Nitrogen (TN) Removal Rate 20%

Gross Pollutants (GP) Removal Rate 100%

The adopted treatable flow rates are based on a standard Humegard model with treatableflow rate closest to 50% of the estimated 1-year ARI flow rate from the relevant catchment. Itis noted that this is considered a minimum value only as a larger TFR may actually beprovided as part of detail design if a larger model is required to accommodate the incomingdrainage pipework.

Bio-retention

The proposed bio-retention will be located as part of Basin 2. The basin was modelled usingthe Bio-retention Basin treatment node in MUSIC. Table 3-6 shows the key parameters usedin the modelling.

Table 2-5: Bio-retention Basin MUSIC Parameters

State Bio-retention (Basin No. 2)

Inlet Properties

Low Flow By-pass (m3/s) 0.000

High Flow By-pass (m3/s) 100.000

Storage Properties

Extended Detention Depth (m) 0.30

Surface Area (m2) 715

Filter and Media Properties

Filter Area (m2) 715

Unlined Filter Media Perimeter (m) 0.01

Saturated Hydraulic Conductivity (mm/hr) 180

Filter Depth (m) 0.40

TN Content of Filter Media (mg/kg) 800

Orthophosphate Content of Filter Media (mg/kg) 30.0



Filter and Media Properties

Exfiltration Rate (mm/hr) 0.00

Wetland Basins 1, 2 & 6

The wetlands will be located immediately downstream of the bio-retention basin (Basin 2) orthe direct urban catchment (downstream of GPTs) and will provide the treatment prior to itsdischarge to Lochinvar Creek. The ponds were modelled using the wetland treatment node.It is proposed to provide outlet control devices to provide 0.3m of water quality treatmentstorage with a control discharge. The basin will have detention storage above the waterquality storage. Table 2-6 shows the parameters used for the modelling of the water qualitycontrol pond.

Table 2-6: Wetland MUSIC Parameters

State Wetland(Basin No. 1)

Wetland(Basin No. 2)

Wetland(Basin No. 6)

Inlet Properties

Low Flow By-pass (m3/s) 0.000 0.000 0.000

High Flow By-pass (m3/s) 100.000 100.000 100.000

Storage Properties

Surface Area (m2) 3196 1409 14000

Extended Detention Depth(m)

0.3 0.3 0.1

Permanent Pool Volume (m3) 3254 783 20,000

Exfiltration Rate (mm/hr) 0.36 .36 0.36

Evaporative Loss as % ofPET

125.00 125.00 125.00

Outlet Properties

Equivalent Pipe Diameter(mm)

49 (4-daydrawdown)

25 (4-daydrawdown)

74 (4-daydrawdown)

Overflow Weir Width (m) 3.0 3.0 10

Treatment nodes 1a and 6a

Catchments 1a and 6a represent the external catchment to their respective basins. In orderto model the potential flushing effect of this catchment on the treatment capacity of thebasins, they has been included in the model. To ensure pollutant generation (and removal)for the external catchments does not dilute the treatment effectiveness of Basins, artificialgeneric treatment nodes outputting Council’s target water quality criterial has been addeddownstream of the external catchments and upstream of their respective basins.



2.3 MUSIC Model ResultsThe average annual pollutant loadings of Total Suspended Solids, Total Phosphorus, TotalNitrogen and Gross Pollutants for developed conditions are shown in Table 2-7. Alsoprovided is the relative reduction (%) expected to arise with the provision of the proposedstormwater quality treatment train.

Table 2-7: Comparison of MUSIC predicted average annual pollutant export for theproposed treatment train (Catchment 1)

Pollutant Developed sourcegeneration

Export – aftertreatment

TreatmentTrain

Effectiveness1

TreatmentCriteria from

MCC

GrossPollutants(kg/yr)

1440 0 100% 80%

TSS (kg/yr) 7870 1370 82.5% 80%

TP (kg/yr) 14.1 4.67 66.8% 45%

TN (kg/yr) 104 43.9 57.6% 45%

1. Expressed as a percentage reduction in average annual pollutant load, compared with the situation where no controls are

provided (i.e. percentage reduction in post-development ‘source’ loads).




TreatmentTrain

Effectiveness1


MCC


3370 0 100% 80%

TSS (kg/yr) 19300 2980 84.6% 80%

TP (kg/yr) 30.5 8.95 70.6% 45%

TN (kg/yr) 225 109 51.7% 45%






TreatmentTrain

Effectiveness1


MCC


6030 0 100% 80%

TSS (kg/yr) 23100 4470 80.6% 80%

TP (kg/yr) 35.9 19.3 46.3% 45%

TN (kg/yr) 337 173 48.5% 45%





3. WATER QUANTITY3.1 Permissible site discharge (PSD)

Refer Section Error! Reference source not found.. MDCP 2011, Part F, Lochinvar UrbanRelease Area Control e) 6) is:

Stormwater calculations shall be based upon the ultimate development state of thecatchment. The time of concentration is the time from the most remote part of thecatchment to the catchment outlet. (i.e. from the top of Greedy Creek and LochinvarCreek to the New England Highway)

Table 2 of The Lochinvar Urban Release Area Flood Study by ADW Johnson indicates thatthe 100 Year ARI peak flow at the New England Highway bridge is 73.2 m3/s. Similarly, the10 Year ARI peak flow at the same location is 27.71 m3/s

The catchment area to the New England Highway bridge measures 601ha. Having regard tothe relatively small size of the catchment, it is reasonable to assume that if all newdevelopment in the catchment were to have on site detention, then all detention basinswould be (at worst case) contributing their peak flow to the New England Highway Bridge atthe same time.

The maximum permissible unit catchment discharge to ensure there is no flood impact at theNew England Highway bridge is therefore the calculated catchment peak flow (at the bridge)divided by the catchment area (601 ha). The maximum permissible site discharge (PSD) isthe unit catchment discharge multiplied by the catchment area upstream of the dischargepoints for the basins (31.78 ha).

Accordingly, the maximum outflow from the basins should be limited to:

Table 3-1 PSD

ARI (Years) Catchment Flow(m3/s)

Unit CatchmentDischarge (m3/s/ha)

10 27.7 0.0461

100 73.2 0.1218

Is should be noted that the critical duration event reported by ADW Johnson is 90 minutes.

3.2 Predevelopment resultsTo calculate the permissible discharge for each basin in the 10 and 100-year ARI referenceevents, the total cumulative catchment area upstream of the basin was measured andmultiplied by the unit catchment discharge rate. This accounts for all flows upstream of thebasins and ensures that flooding criteria at Hunter Close are not exceeded.

In the case of the 1 Year ARI event, DRAINS modelling was conducted to determine thepredevelopment runoff rate measured at the outlet to each basin and adopted as thepredevelopment



In addition to the above, the predevelopment peak discharge at the outlet sites to theproposed basins was calculated using an independent DRAINS model using theoreticalcatchment parameters provided by Maitland City Council in the MOES.

Design storms with durations varying from 5 minutes to 24 hours and Average RecurrenceInterval of 1, 10 and 100 years were evaluated. The relevant Intensity Frequency Duration(IFD) data was obtained from the tables supplied in “Australian Rainfall and Runoff” (ARR)and is listed below.

Latitude = 32.75 o S

Longitude = 151.63 o E

Skewness = 0.05

2-year ARI, 1 hour intensity = 29.88 mm/hr

12 hour intensity = 6.47 mm/hr


50-year ARI, 1 hour intensity = 60.77 mm/hr



The following parameters were utilised in the model for the combined nutrient control pond /detention basin catchments:

§ Pervious Catchment Initial Loss = 15mm§ Pervious Catchment Continuing Loss Rate = 5mm/hr§ Impervious Catchment Initial Loss = 1.5mm§ Impervious Catchment Continuing Loss Rate = 0mm/hr§ Bx = 1.0§ Antecedent Moisture Content = 3§ Grassed Depression Storage = 5mm§ Paved Depression Storage = 1mm

The resultant adopted maximum outflows are shown on Table 3-2:



Table 3-2: Adopted maximum outflows

Basin 1 Basin 2 Basin 1 + 2Combined Basin 6

CumulativeCatchment Area

(ha)10.97 21.30 32.27 128.90

Target BasinFlow

(m3/s)

Target BasinFlow

(m3/s)

Target Flowto Lochinvar

CK (m3/s)

Target BasinFlow

(m3/s)1 0.321 0.640 0.961 2.58410 0.506 0.982 1.488 5.942

100 1.336 2.594 3.930 15.700

3.3 Post Development ResultsCatchment parameters in the DRAINS model were updated to represent the proposeddevelopment with impervious fraction for catchments 1, 2 and 6 changed to 60. Basins wereinserted into the model to represent proposed Basins 1, 2 and 6 with trial outletconfigurations and volumes.

The post development model was iteratively run with successive amendments to volume andoutlet configuration to ensure the peak discharge complies with the maximum allowable asdetermined in Table 3-3Table 3-2

The final design outlet configuration and basin volume, as presented in Figure 1 is shown inTable 3-3 and Table 3-4 respectively. Final achieved peak discharges are shown at Table3-5 and comply with the maximum allowable peak discharges for the 1, 10 and 100 year ARIstorm events.



Table 3-3: Summary of Basin and Outlet Structures

Basin 1 Permanent Water Level R.L 34.60

Active Water Level R.L 35.00

Top Water Level R.L 36.30

Top of Bank R.L 36.50

Minor Outlet Pipe 1 x Ø150 PVC @ R.L 34.60

Major Outlet Pipe 1 x Ø450 RCP @ R.L 36.00

Spillway Length 10.0m

Spillway Invert Level R.L 36.30





Minor Outlet Pipe 1 x Ø600 RCP @ R.L 35.85

Outlet Control Pit (0.6m x 0.6m) R.L 36.80

Major Outlet Pipe (at base of pit) 1 x Ø450 RCP@ R.L 35.70

Spillway Length 7.2m






Minor Outlet Pipe 1 x Ø150 PVC @ R.L 43.2

Spillway Length 20m


The detention volumes required for each of the basins are shown below in Table 3-4

Table 3-4: Detention Volume

Basin No Detention Volume(m3)

1 6220

2 6550

6 0



Table 3-5: DRAINS Peak Flow Results for Detention Basins

Basin 1 + 2Combined Basin 6

Target Flowto LochinvarCK (m3/s)

AchievedFlow to

LochinvarCK (m3/s)

Target BasinFlow

(m3/s)

AchievedBasin Flow

(m3/s)1 0.961 0.640 2.321 1.40910 1.488 1.401 5.942 5.611

100 3.930 3.381 15.700 11.253

3.1 ConclusionsThe proposed detention basins will, when constructed, allow the development of the fullupstream catchment, including future development not currently proposed in the subjectdevelopment application.

The proposed development, including construction of the proposed basins will not increasepeak predeveloped flows outside the site, either at the boundary or further downstream atthe New England Highway Bridge.

The time of concentration for the catchment to the New England Highway bridge has beenconsidered in accordance with Clause e) 6 of Part F Urban Release Areas (Lochinvar UrbanRelease Area) element of the MDCP 2011.



4. PRELIMINARY CULVERT DESIGN4.1 Background

The proposed development includes a residual allotment in the E3 EnvironmentalManagement Zone which is to be accessed via an access handle on the western side ofBasin 6. Noting that Catchment 6a (118 ha) drains to a second order ephemeral watercoursethat the access handle crosses, it will be necessary to install culverts to provide access.

4.2 CriteriaPage 50 of the MOES outlines standards for the Major System Average Recurrence Intervalindicating a 20year ARI standard for Rural Low Level Crossings.

4.3 Flow RatesThe 20-Year ARI flow rate off the upstream catchment is 7m3/s

4.4 SizingBox culvert sizing nomographs are presented in Appendix E. A triple cell culvert (total) 3.6mwide and 0.9m high would require .3m head (1.2m depth total) in both inlet and outlet controlscenarios to cater for the 20 year ARI flow. Additional flow may traverse the surface of theroad in a 100 year event.



5. SUMMARY AND CONCLUSIONSThe stormwater drainage strategy proposes to utilise combined bio-retention and detentionbasins for the management of stormwater quality and quantity from the catchment inaccordance with Figure 1 (attached). Humegard Gross Pollutant Traps are proposed for pipeoutlets upstream of the proposed basins. Basin 2 is proposed to also have bioremediationfilter located at the basin invert.

The determined levels of stormwater detention will reduce peak developed flows to peakundeveloped flows measured at the New England Highway Bridge for the flood risk eventsfrom 10 to 100 Year ARI. The approximate total detention volume required is 12,770 m3.The time of concentration of the catchment to the New England Highway bridge has beenconsidered clause e) 6) of the Lochinvar Urban Release Area of Element F of theMDCP2011 is satisfied.

Approval of the development will permit the collection of S94 funds to contribute towards themitigation of existing flows in the catchment to alleviate the existing flooding issue at HunterClose, appropriately satisfying clause e) 7) of the Lochinvar Urban Release Area of ElementF of the MDCP2011.

The above facilities will have sufficient capacity to ensure Council’s nominated pollutionretention and detention criteria are met, including from a potential development scenariocomprising the whole of the parent allotments developed to an average maximum of 60%impervious.

A 900 high, 3.6m total triple cell box culvert is required over the second order creek on thesouthern side of the major farm dam, to satisfy the MOES criterion for rural access culverts.

.



6. REFERENCESMaitland City Council, 2014, Manual of Engineering Standards

Engineers Australia, Australian Rainfall and Runoff

Watercom Pty Ltd, DRAINS manual

Lochinvar Urban Release Area Flood Study 2015

Maitland DCP 2011 (7/4/2016)

Humes Concrete – Humeguard Technical Manual

Ewater Pty Ltd – MUSIC manual

Figures

P

L

A

C

E

H

E

D

D

A

C

L

O

S

E

N

E

W

E

N

G

L

A

N

D

H

IG

H

W

A

Y

S

T

H

E

L

E

N

A

C

L

O

S

E

(4.5-11.0-4.5)

I

R

M

A

T

E

R

R

IE

R

E

D

R

IV

E

2049

1522

1657

1679

1680

1680

1680

1680 1680 1680

1519

1752

1640

1720

1510

1507

1500

1501

1500

1501

1503

1795

912

880

880

912

900

900

900

900

900

900

990

990

990

1001

1036

1361

1445

1506

1512

1003

990

990

1512

900

1512

900

900

1512

1504

880

912

833

803

803

829

902

897

903

896

904

895

905

894

906

901

1197

1058

1164

1019

995

984

984

995

995

984

984

821

803

803

841

812

820

820

812

800

800

800

800

800

800

849

910

850

836

806836

836

908

854

897

901

926

1054

818

801

808

803

849

813

833

948

1650

1567

1555

1957

1523

1517

1515

1500

1500

1502

1511

1513

1504

1507

957

1048

1158

1083

830

916

916

841

892

30.821.0

29.0

46.9

27.9

5.7

58.6 59

.8 60.0 60

.0

25.0

10.112.922.9

30.1

29.25.6

47.1

50.7

50.4

50.0

31.031.035.3 5.

746

.034

.5

39.3

49.0

57.1

59.6

58.1

56.5

54.9

53.0

28.6

25.0

25.5

26.2

27.0

55.0

51.0

23.55.7

21.3

47.2

28.1

18.3

21.8

53.4

35.8

29.7

26.0

25.6

26.3

27.1

64.1

A6.

7A

42.9

A37.

8

A10.5

A7.7

70.4

2.0

A10.3

A18.9

7.8

40.0

22.0

23.0

40.022

.019

.05.

7 36.0

32.55.7

19.0

23.1

22.0

36.5

22.0

22.0

19.0

5.7

22.1

22.9

36.6

32.5

36.5

19.25.7

38.0

25.547.5

10.1

A24

.1A

17.1

A17

.1A1

7.1

20.0

5.8

A18.1

8.15.5

21.121.7

38.0

5.818.3

22.0

38.0

21.7

22.0

16.0

20.0

20.0

16.0

5.7

37.0

5.7

41.0

41.0

41.0

20.0

20.040.0

20.0

20.040.0

40.0

40.040.0

40.0

40.0

20.0

20.0

20.0

20.0

20.0

20.0

20.0

20.0

20.0

A23.2 45.3

22.0

23.3

36.5

36.5

5.7

32.5

22.0

18.7

5.7

32.5

22.0

22.7

22.0 36.5

44.7

44.7

45.3

45.2

45.245

.1

45.1

40.0

19.0

5.7

36.0

40.0

45.0

45.0

45.045.0

45.0

45.0

45.0

45.0

45.0

45.0

22.0

23.0

A23.9A11.6

A25.1

35.8

25.0

32.1

22.5

6.8

19.0

22.0

5.7

36.0

23.0

40.022.0

45.045.0

45.0

45.0

45.1

53.9

55.0

55.0

55.0

55.0

27.5 27.5 27.5

A40.7

A27.7

27.5

22.0

EN

DE

RLE

D

RIV

E

(4.0-9.0-4.0)

BORDEAUX

(4.5-8.0-4.5)

MARIK

A

S

T

R

E

E

T

S

T

R

E

E

T

(4.5-8.0-4.5)

S

T

R

E

E

T

BOURGES

(4.5-8.0-4.5)

(

4

.

5

-

8

.

0

-

4

.

5

)

L

Y

O

N

W

A

Y

(

4

.

5

-

8

.

0

-

4

.

5

)

C

A

TH

E

R

IN

E

C

A

T

H

E

R

IN

E

P

H

I

L

I

B

E

R

T

A

V

E

(

4

.

0

-

9

.

0

-

4

.

0

)

1014

900

867

842

894

1032

872

966

865864

930

864

864

864

821

830

894

907

860

38.1

38.6

19.219.217.3

26.0

5.7 17.3 19.2

45.0

45.0

45.0

19.2 19.2

45.0

19.2

19.219.2

8.9

22.0

23.0

46.8

47.1 20

.35.

7

41.7

37.0

19.3

22.7 40.0

40.1

A19

.26.

0

31.3

21.1

19.0

8.9

A13

.2A1

4.7

21.9

A23.4

23.0

21.7

22.5

23.6

A33

.024

.15.

8

A20.26.0

35.1

18.0

18.0

45.0

45.9

45.0

25.2

20.8

18.0

25.6

18.0

A16.1

25.1

25.1

26.117.8

16.6

18.0

18.4

15.4

18.7

28.5

40.3

38.1

40.046.0

45.8

43.9

45.3

46.0

46.0

43.1

55.6

35.0

38.0

23.1

25.6

18.7

A25.8

22.0

21.0

A6.0

A15

.6

34.0

A29.3

17.4 A10.2

(

4

.

5

-

8

.

0

-

4

.

5

)

27.527.527.527.527.5

25.8

33.2

42

25.7

21.3

37.7

34.1

5.5

45.0

19.3

P

L

A

C

E

25.0 25.0 25.0 25.0 25.0 25.0 25.0 25.0 25.0

25.0 25.0 25.0 25.0 25.0 25.0 25.0 25.0 25.0

12.3

45.0

45.0

45.0

27.5

20 20 20 22 22.1 22.117.2

22.1

22

20

20

20

22

22

22

22

31.6

26.8

20 20 20 20 20

2020202020

44.8

44.9

20 20 20 20 2015.5

22.2

22

22

22

22

22

22

22

37.2

18.618.6

44.7

44.7

45.3

45.3

44.745.3

47.3

45.9

44.7

44.8

45.3

47.5

46.6

45

22

22

20.7

19.2222220.2

25.4

22

22

20

20

20

20

20

20

22202020

25

26

27.5

29.2

36.5

11.6 18.1 24.2 24.266.1

91.7

86.5

62.1

62.1

54.6

12.9

29.3

49.6

53.2

27.6

26.1

59.7

56.5

63.6

31.2

70.7

62

6060

60.1

606060

1680

14.6

52.2

50.7

35

12.817.9 19.3

27.1

25.8

146.1

34.4

97.6

2667

2566

2612

2241

1502

60.2 68.2

7.3

51.2

48.9

63.1

10.2

24.2 18.43.5A19.5

4.9 A17

A9.3A13.4 A13.4

A13

.4

A13.4

A5.9

908

37.6

32.5

39.7

22

22

43

43

25

39.1

5.9

30.1

41.8

11.218

42

23.6

39.6

A21.6

A14.7A17.2

22.1

1045

A60

.3A

5.2

A11.3

A14

.5A

23.6

A12.1 20.8 19.9

22

29.4

25.4

53.9

40

29.210.9

11.312.8

(A)(B)

(A)

(A)

2.32

A107.3

18.7

21.3

21.3

31.3

20.719.7

21.3

40

A21.3

A10.2

A8.3

6.1

A6

A7.118.8

83

55.6

32.7

1.04

20.4

23.8

55.3

32.1

24.926.6

STAGE 1

APPROVED UNDER

DA 16-651

50.2

107

103

106

102

101

104

105

107

108

(A)

101

110

109

116

112

113

115

114

401

111

501

108

109

110

111

112

205

207

208

209

210

211

212

218

102

103

104

105

122

121120

119

118

117

116

115

114

113

201

202

203

204

221

402403

404

405

406

407

408

409

213

426

423

422

421

420

419

418

417416

206

502

503

504

505

506

507

508

516

517

509

510

511

512

513

514

515

315316

318

319

317

320

623

624

625

626

627

628

629

630

631

632

633

634

635

636

637

321

322

323

324325326

301

302

303304

305

306

307

308

601

602

603

604

605

606

607

608

609

610

611

612

613

614

615

616

617

618

619

620

621

622

309

310

311

312313

314

700

117

118

119

120

125

126

127

214

215

216

410

411

412

518

519

520

521

522523

524413

414

415

424

425

428

427

429

430

431

432

433

219

220

106

123

217

638

DRAINAGE RESERVE

434

DRAINAGE RESERVE

RESIDUE

Hunter Land Pty. Ltd.1 Hartley Drive,P.O. Box 3042,Thornton NSW 2322

Phone: 49664966

Cad Ref:Project No

Drawing No Revision

Scale: Designed:

TITLE:Geoff Craig & Associates1 Hartley Drive,P.O. Box 3337,Thornton NSW 2322

Phone: 49641811No Amendment

DrawnDate

PROPOSED SUBDIVISIONST HELENA CLOSELOCHINVARSUBDIVISION PLAN

17442L

L102 1

SH1:2500

17442L L101 r1

1 ORIGINAL ISSUE D.B 13.06.18

N

(A) ASSET PROTECTION ZONE 10 WIDE(B) ASSET PROTECTION ZONE 20 WIDE

GCAENGINEERING SOLUTIONS

FIGURE 1

STORMWATER MANAGEMENT PLAN

Client:

Project:

Location:

THORNTON LAND COMPANY

ST HELENA CLOSE


DWG REF: 17442F F01 r1 DATE: 13.06.18

LOCHINVAR

STRATEGY

LEGEND:

DRAINS CATCHMENT BOUNDARY

GPT 1B

GPT 2

BASIN 1

BASIN P.W.L R.L 34.60

BASIN A.W.L R.L 35.00

BASIN T.W.L R.L 36.30

TOP OF BANK R.L 36.50

MACROPHYTE ZONE I.L 33.90

1% AEP DETENTION VOL = 6332m³

OUTLET:

1 x Ø150 PVC R.L 34.60

1 x Ø450 RCP R.L 36.00

10m SPILLWAY R.L 36.30

BASIN 2





MACROPHYTE ZONE I.L 35.15

1% AEP DETENTION VOL = 6550m³

BIORETENTION FILTER AREA = 1774m

2

FILTER MEDIA DEPTH = 0.4m

OUTLET:

1 x Ø600 RCP R.L 35.85

1 x 0.6x0.6m PIT at R.L 36.80 with Ø450 RCP at R.L 35.70

7.2m SPILLWAY at R.L 37.70

GPT 1A

(A) EASEMENT FOR LANDSCAPING

(B) EASEMENT FOR STORMWATER

GPT 6

BASIN 6





OUTLET:

1 x Ø150 PVC R.L 43.2

20m SPILLWAY R.L 43.5

PROP.

SPILLWAY

Q100 11.3 m

3

/s

DIVERSION

DRAIN AND IAD

EASEMENT

CULVERT

3 x 1.2W x .9H RCBC

Q10 5.3 m

3

/s

Min IL 44.1

REGRADE TO DRAIN

CUL DE SAC TO

INTERSECTION

GCAENGINEERING SOLUTIONS

FIGURE 2

CATCHMENT PLAN

Client:

Project:

Location:

THORNTON LAND COMPANY

ST HELENA CLOSE


DWG REF: 17442F F02 r1 DATE: 13.06.18

LOCHINVAR

STRATEGY

LEGEND:

DRAINS CATCHMENT BOUNDARY

(A) EASEMENT FOR LANDSCAPING

(B) EASEMENT FOR STORMWATER

Appendix A

DRAINS Data Spreadsheet

Predevelopment DRAINS model

PIT / NODE DETAILS Version 13Name Type Family Size Ponding Pressure Surface Max Pond Base Blocking x y Bolt-down id Part Full Inflow Pit is

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

OUTLET 1 Node 33.5 0 1992.866 -172.599 77 NoN4 Node 36.5 0 1238.966 -202.956 228 NoN 1 + 2 Node 30 0 1523.627 -112.056 234 NoN1a Node 41 0 963.081 137.29 495 NoN6 Node 44.5 0 1318.167 -504.169 4413 NoOUTLET 6 Node 42 0 1707.874 -424.848 4441 No6a Node 50 0 860.636 -590.387 4479 NoOUTLET 5 Node 32 0 2052.747 -29.393 4485 NoWindamere Node 40 0 1798.691 24.637 4486 NoN1 Node 35.5 0 1232.446 49.09 496 No

DETENTION BASIN DETAILSName Elev Surf. Area Not Used Outlet Type K Dia(mm) Centre RL Pit Family Pit Type x y HED Crest RL Crest Length(m)id

SUB-CATCHMENT DETAILSName Pit or Total ImperviousAvg Mannings Time lag Rainfall Hydrological

Node Area Area Slope(%) n (mins) Multiplier ModelCATCHMENT 2 N4 21.3 10 2.8 0.038 0 Maitland RAFTSCATCHMENT 1a N1a 2.4 10 4.8 0.038 0 Maitland RAFTSCATCHMENT 6 N6 10.9 10 3.2 0.038 0 Maitland RAFTSCATCHMENT 6a 6a 118.4 10 2 0.038 0 Maitland RAFTSCATCHMENT 5 Windamere 5.54 10 1 0.015 0 Maitland RAFTSCATCHMENT 1 N1 8.57 3 2.8 0.039 0 Maitland RAFTS

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

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

DETAILS of SERVICES CROSSING PIPESPipe Chg Bottom Height of ServiceChg Bottom Height of ServiceChg Bottom Height of Serviceetc

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

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

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

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

Time Level Length Coeff. C Section Major StormsMinor StormsDxV Slope Contributing(min) (m) (m) (m) (m) (sq.m/sec) (%) %

REACH 2 N4 N 1 + 2 6 overflow 0.3 0.3 0.4 100 0 371FLOW CAT 1 + 2 N 1 + 2 OUTLET 1 6 overflow 0.3 0.3 0.4 100 0 379REACH 6 N6 OUTLET 6 6 07300 channel 0.3 0.3 0.6 2.35 0 4418REACH 6a 6a N6 6 07300 channel 0.3 0.3 0.6 2.35 0 4465SH9 CULVERT 2 WindamereOUTLET 5 6 overflow 0.3 0.3 0.4 1 0 4489 6REACH 1 N1 N 1 + 2 6 overflow 0.3 0.3 0.4 1 0 500 6

Name From To Length Spill Crest Weir Cross Safe Depth SafeDepth Safe Bed D/S Area id(m) Level Length Coeff. C Section Major StormsMinor StormsDxV Slope Contributing

(m) (m) (m) (m) (sq.m/sec) (%) %REACH 1a N1a N1 140 Creek Typ. Shallow0.3 0.3 0.6 1 0 499 140

Developed DRAINS Model

PIT / NODE DETAILS Version 13Name Type Family Size Ponding Pressure Surface Max Pond Base Blocking x y Bolt-down id Part Full Inflow Pit is

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

N1a Node 41 0 905.87 137.29 506 NoWindemere Node 40 0 1750.025 -10.042 6655043 NoOUTLET 5 Node 33 0 1998.142 -54.109 6655058 NoBASIN 1 + 2 Node 33.5 0 1810.186 -134.005 6655069 NoN7 Node 45 0 723.836 -614.528 6677093 NoN BASIN 6 Node 44 0 1229.437 -524.052 6677111 NoOUTLET 6 Node 40 0 1612.459 -406.455 6677126 NoOUTLET 1 Node 33.5 0 1943.537 -155.847 6678600 NoN1 Node 35.5 0 1211.257 26.936 507 No

DETENTION BASIN DETAILSName Elev Surf. Area Not Used Outlet Type K Dia(mm) Centre RL Pit Family Pit Type x y HED Crest RL Crest Length(m)idBASIN 1 34.5 1510 None 1523.942 -111.013 No 1824

35 202036.5 5708

37 5708BASIN 2 35.7 1223 None 1395.189 -169.642 No 26310

36.7 262237.7 4296

38 465838.1 4842

SUB-CATCHMENT DETAILSName Pit or Total ImperviousAvg Mannings Time lag Rainfall Hydrological

Node Area Area Slope(%) n (mins) Multiplier ModelCATCHMENT 1a N1a 2.4 10 4.8 0.038 0 Maitland RAFTSCATCHMENT 2 BASIN 2 21.3 60 1 0.015 0 Maitland RAFTSCATCHMENT 5 Windemere 5.54 10 1 0.015 0 Maitland RAFTSCATCHMENT 7 N7 118.4 0 2 0.038 0 Maitland RAFTSCATCHMENT 6 N BASIN 6 10.9 60 1 0.015 0 Maitland RAFTSCATCHMENT 1 N1 8.57 60 2.8 0.015 0 Maitland RAFTS

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

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

DETAILS of SERVICES CROSSING PIPESPipe Chg Bottom Height of ServiceChg Bottom Height of ServiceChg Bottom Height of Serviceetc

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

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

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

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

Time Level Length Coeff. C Section Major StormsMinor StormsDxV Slope Contributing(min) (m) (m) (m) (m) (sq.m/sec) (%) %

OUTLET BASIN 1 BASIN 1 BASIN 1 + 2 6 34.5 overflow 0.3 0.3 0.4 1 0 1835OUTLET BASIN 2 BASIN 2 BASIN 1 + 2 1 35.7 07300 channel 0.3 0.3 0.6 1 0 6635566FLOW CATCHMENT 5 WindemereOUTLET 5 2 07300 channel 0.3 0.3 0.6 4 0 6655052 70FLOW BASIN 1 + 2 BASIN 1 + 2OUTLET 1 1 07300 channel 0.3 0.3 0.6 1 0 6678985REACH 7 N7 N BASIN 6 6 07300 channel 0.3 0.3 0.6 2.11 0 6677098FLOW BASIN 6 N BASIN 6 OUTLET 6 6 overflow 0.3 0.3 0.4 100 0 6677119REACH 1 N1 BASIN 1 6 overflow 0.3 0.3 0.4 1 0 511

Name From To Length Spill Crest Weir Cross Safe DepthSafeDepth Safe Bed D/S Area id(m) Level Length Coeff. C Section Major StormsMinor StormsDxV Slope Contributing

(m) (m) (m) (m) (sq.m/sec) (%) %EASEMENT LOT 202 N1a N1 140 Creek Typ. Shallow0.3 0.3 0.6 1 0 510 140

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

This model has no pipes with non-return valves

Appendix B

DRAINS Results Spreadsheet

DRAINS Undeveloped Results 1 Year ARI

DRAINS results prepared from Version 2017.11

PIT / NODE DETAILS Version 8Name Max HGL Max Pond Max Surface Max Pond Min Overflow Constraint

HGL Flow Arriving Volume Freeboard (cu.m/s)(cu.m/s) (cu.m) (m)

SUB-CATCHMENT DETAILSName Max Due to Storm

Flow(cu.m/s)

CATCHMENT 2 0.64 AR&R 1 year, 12 hours storm, average 4.3 mm/h, Zone 1CATCHMENT 1a 0.087 AR&R 1 year, 12 hours storm, average 4.3 mm/h, Zone 1CATCHMENT 6 0.361 AR&R 1 year, 12 hours storm, average 4.3 mm/h, Zone 1CATCHMENT 6a 2.296 AR&R 1 year, 12 hours storm, average 4.3 mm/h, Zone 1CATCHMENT 5 0.201 AR&R 1 year, 12 hours storm, average 4.3 mm/h, Zone 1CATCHMENT 1 0.235 AR&R 1 year, 12 hours storm, average 4.3 mm/h, Zone 1

Outflow Volumes for Total Catchment (16.1 impervious + 151 pervious = 167 total ha)Storm Total Rainfall Total Runoff Impervious Runoff Pervious Runoff

cu.m cu.m (Runoff %) cu.m (Runoff %) cu.m (Runoff %)AR&R 1 year, 5 minutes storm, average 71.9 mm/h, Zone 1 10015.46 305.57 (3.1%) 305.57 (31.6%) 0.00 (0.0%)AR&R 1 year, 10 minutes storm, average 54.9 mm/h, Zone 1 15291.96 604.21 (4.0%) 604.21 (41.0%) 0.00 (0.0%)AR&R 1 year, 20 minutes storm, average 40.0 mm/h, Zone 1 22257.66 1027.54 (4.6%) 1027.54 (47.9%) 0.00 (0.0%)AR&R 1 year, 30 minutes storm, average 32.4 mm/h, Zone 1 27094.1 2027.02 (7.5%) 977.93 (37.4%) 1049.10 (4.3%)AR&R 1 year, 45 minutes storm, average 25.9 mm/h, Zone 1 32423.51 5515.44 (17.0%) 1097.91 (35.1%) 4417.53 (15.1%)AR&R 1 year, 1 hour storm, average 21.8 mm/h, Zone 1 36460.62 7958.14 (21.8%) 1723.67 (49.0%) 6234.47 (18.9%)AR&R 1 year, 1.5 hours storm, average 17.0 mm/h, Zone 1 42490.5 11132.84 (26.2%) 2789.46 (68.1%) 8343.38 (21.7%)AR&R 1 year, 2 hours storm, average 14.1 mm/h, Zone 1 47026.14 13668.65 (29.1%) 3445.75 (76.0%) 10222.90 (24.1%)AR&R 1 year, 3 hours storm, average 10.7 mm/h, Zone 1 53888.8 15439.31 (28.7%) 4486.97 (86.4%) 10952.34 (22.5%)AR&R 1 year, 6 hours storm, average 6.8 mm/h, Zone 1 67771.46 18963.22 (28.0%) 6119.63 (93.7%) 12843.59 (21.0%)AR&R 1 year, 12 hours storm, average 4.3 mm/h, Zone 1 86696.66 29803.63 (34.4%) 8029.38 (96.1%) 21774.25 (27.8%)AR&R 1 year, 24 hours storm, average 2.8 mm/h, Zone 1 114035.86 26894.63 (23.6%) 10692.40 (97.3%) 16202.24 (15.7%)

PIPE DETAILSName Max Q Max V Max U/S Max D/S Due to Storm

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

CHANNEL DETAILSName Max Q Max V Due to Storm

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

OVERFLOW ROUTE DETAILSName Max Q U/S Max Q D/S Safe Q Max D Max DxV Max Width Max V Due to StormREACH 2 0.64 0.64 0 0.014 0.05 12 3.76 AR&R 1 year, 12 hours storm, average 4.3 mm/h, Zone 1FLOW CAT 1 + 2 0.961 0.961 0 0.018 0.08 12 4.43 AR&R 1 year, 12 hours storm, average 4.3 mm/h, Zone 1REACH 1a 0.087 0.087 0 0.17 0.13 1.36 0.76 AR&R 1 year, 12 hours storm, average 4.3 mm/h, Zone 1REACH 6 2.584 2.584 0 0.324 0.41 7.59 1.27 AR&R 1 year, 12 hours storm, average 4.3 mm/h, Zone 1REACH 6a 2.296 2.296 0 0.303 0.37 7.43 1.22 AR&R 1 year, 12 hours storm, average 4.3 mm/h, Zone 1SH9 CULVERT 2 0.201 0.201 0 0.028 0.02 12.01 0.6 AR&R 1 year, 12 hours storm, average 4.3 mm/h, Zone 1REACH 1 0.321 0.321 0 0.037 0.03 12.01 0.73 AR&R 1 year, 12 hours storm, average 4.3 mm/h, Zone 1

DETENTION BASIN DETAILSName Max WL MaxVol Max Q Max Q Max Q

Total Low Level High Level

CONTINUITY CHECK for AR&R 1 year, 12 hours storm, average 4.3 mm/h, Zone 1Node Inflow Outflow Storage Change Difference

(cu.m) (cu.m) (cu.m) %OUTLET 1 5545.73 5545.73 0 0N4 3841.19 3841.19 0 0N 1 + 2 5546.36 5545.73 0 0N1a 401.58 401.58 0 0N6 23256.75 23255.6 0 0OUTLET 6 23255.6 23255.6 0 06a 21282.13 21282.13 0 0OUTLET 5 1000.24 1000.24 0 0Windamere 1000.24 1000.24 0 0N1 1704.76 1705.16 0 0

Run Log for 17442 undev rafts r1.drn run at 11:57:10 on 29/5/2018

The maximum flow in these overflow routes is unsafe: REACH 6a, REACH 6






Flow(cu.m/s)

CATCHMENT 2 2.206 AR&R 10 year, 2 hours storm, average 26.6 mm/h, Zone 1CATCHMENT 1a 0.493 AR&R 10 year, 2 hours storm, average 26.6 mm/h, Zone 1CATCHMENT 6 1.426 AR&R 10 year, 2 hours storm, average 26.6 mm/h, Zone 1CATCHMENT 6a 7.749 AR&R 10 year, 2 hours storm, average 26.6 mm/h, Zone 1CATCHMENT 5 1.153 AR&R 10 year, 2 hours storm, average 26.6 mm/h, Zone 1CATCHMENT 1 0.757 AR&R 10 year, 2 hours storm, average 26.6 mm/h, Zone 1


cu.m cu.m (Runoff %) cu.m (Runoff %) cu.m (Runoff %)AR&R 10 year, 5 minutes storm, average 138 mm/h, Zone 1 19284.49 872.91 (4.5%) 872.91 (47.0%) 0.00 (0.0%)AR&R 10 year, 10 minutes storm, average 105 mm/h, Zone 1 29273.49 4284.95 (14.6%) 986.43 (35.0%) 3298.52 (12.5%)AR&R 10 year, 20 minutes storm, average 75.5 mm/h, Zone 1 42042.09 15115.81 (36.0%) 1217.19 (30.0%) 13898.62 (36.6%)AR&R 10 year, 30 minutes storm, average 60.9 mm/h, Zone 1 50846.01 22254.53 (43.8%) 1460.45 (29.8%) 20794.08 (45.3%)AR&R 10 year, 45 minutes storm, average 48.4 mm/h, Zone 1 60641.43 31170.05 (51.4%) 2915.75 (49.9%) 28254.30 (51.6%)AR&R 10 year, 1 hour storm, average 40.8 mm/h, Zone 1 68221.27 37992.36 (55.7%) 4230.29 (64.3%) 33762.07 (54.8%)AR&R 10 year, 1.5 hours storm, average 31.9 mm/h, Zone 1 79860.48 46674.77 (58.4%) 6056.39 (78.7%) 40618.38 (56.3%)AR&R 10 year, 2 hours storm, average 26.6 mm/h, Zone 1 88902.52 53330.48 (60.0%) 7260.64 (84.7%) 46069.84 (57.3%)AR&R 10 year, 3 hours storm, average 20.5 mm/h, Zone 1 103014.97 61172.38 (59.4%) 9108.30 (91.7%) 52064.08 (55.9%)AR&R 10 year, 6 hours storm, average 13.2 mm/h, Zone 1 132317.7 76360.15 (57.7%) 12271.67 (96.2%) 64088.47 (53.6%)AR&R 10 year, 12 hours storm, average 8.6 mm/h, Zone 1 171546.78 93078.80 (54.3%) 16228.22 (98.1%) 76850.58 (49.6%)AR&R 10 year, 24 hours storm, average 5.6 mm/h, Zone 1 224946.83 94732.91 (42.1%) 21392.87 (98.6%) 73340.04 (36.1%)




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

OVERFLOW ROUTE DETAILSName Max Q U/S Max Q D/S Safe Q Max D Max DxV Max Width Max V Due to StormREACH 2 2.206 2.206 0 0.029 0.18 12.01 6.38 AR&R 10 year, 2 hours storm, average 26.6 mm/h, Zone 1FLOW CAT 1 + 2 3.299 3.299 0 0.038 0.27 12.01 7.31 AR&R 10 year, 2 hours storm, average 26.6 mm/h, Zone 1REACH 1a 0.493 0.493 0 0.325 0.38 2.6 1.17 AR&R 10 year, 2 hours storm, average 26.6 mm/h, Zone 1REACH 6 8.349 8.349 0 0.5 1.19 9 2.39 AR&R 10 year, 2 hours storm, average 26.6 mm/h, Zone 1REACH 6a 7.749 7.749 0 0.5 1.11 9 2.21 AR&R 10 year, 2 hours storm, average 26.6 mm/h, Zone 1SH9 CULVERT 2 1.153 1.153 0 0.079 0.1 12.02 1.22 AR&R 10 year, 2 hours storm, average 26.6 mm/h, Zone 1REACH 1 1.121 1.121 0 0.078 0.09 12.02 1.2 AR&R 10 year, 2 hours storm, average 26.6 mm/h, Zone 1




(cu.m) (cu.m) (cu.m) %OUTLET 1 10301.47 10301.47 0 0N4 6918.66 6918.66 0 0N 1 + 2 10306.87 10301.47 0 0.1N1a 768.68 768.68 0 0N6 41215.59 41136.86 0 0.2OUTLET 6 41136.86 41136.86 0 06a 37666.2 37666.2 0 0OUTLET 5 1807.97 1807.97 0 0Windamere 1807.97 1807.97 0 0N1 3388.25 3388.21 0 0


The maximum flow in these overflow routes is unsafe: REACH 6a, REACH 6, REACH 1a






Flow(cu.m/s)

CATCHMENT 2 4.449 AR&R 100 year, 2 hours storm, average 40.5 mm/h, Zone 1CATCHMENT 1a 0.841 AR&R 100 year, 1.5 hours storm, average 48.4 mm/h, Zone 1CATCHMENT 6 2.725 AR&R 100 year, 2 hours storm, average 40.5 mm/h, Zone 1CATCHMENT 6a 15.316 AR&R 100 year, 2 hours storm, average 40.5 mm/h, Zone 1CATCHMENT 5 1.952 AR&R 100 year, 1.5 hours storm, average 48.4 mm/h, Zone 1CATCHMENT 1 1.596 AR&R 100 year, 2 hours storm, average 40.5 mm/h, Zone 1


cu.m cu.m (Runoff %) cu.m (Runoff %) cu.m (Runoff %)AR&R 100 year, 24 hours storm, average 8.8 mm/h, Zone 1 352084.03 194492.39 (55.2%) 33688.61 (99.2%) 160803.78 (50.5%)AR&R 100 year, 5 minutes storm, average 214 mm/h, Zone 1 29767.86 4673.00 (15.7%) 1050.93 (36.6%) 3622.07 (13.5%)AR&R 100 year, 10 minutes storm, average 162 mm/h, Zone 1 45026.4 18619.24 (41.4%) 1618.53 (37.3%) 17000.71 (41.8%)AR&R 100 year, 20 minutes storm, average 115 mm/h, Zone 1 64114.54 36262.36 (56.6%) 2796.06 (45.2%) 33466.30 (57.8%)AR&R 100 year, 30 minutes storm, average 92.4 mm/h, Zone 1 77176.97 47594.01 (61.7%) 3436.68 (46.2%) 44157.33 (63.3%)AR&R 100 year, 45 minutes storm, average 73.3 mm/h, Zone 1 91807.45 61612.55 (67.1%) 5585.01 (63.1%) 56027.55 (67.5%)AR&R 100 year, 1 hour storm, average 61.8 mm/h, Zone 1 103271.2 72141.91 (69.9%) 7357.29 (73.9%) 64784.61 (69.4%)AR&R 100 year, 1.5 hours storm, average 48.4 mm/h, Zone 1 121228.55 87087.92 (71.8%) 9837.39 (84.2%) 77250.52 (70.5%)AR&R 100 year, 2 hours storm, average 40.5 mm/h, Zone 1 135485.81 98895.38 (73.0%) 11573.22 (88.6%) 87322.16 (71.3%)AR&R 100 year, 3 hours storm, average 31.6 mm/h, Zone 1 158177.98 114755.27 (72.5%) 14269.14 (93.6%) 100486.13 (70.3%)AR&R 100 year, 6 hours storm, average 20.6 mm/h, Zone 1 206163.63 145339.75 (70.5%) 19369.73 (97.5%) 125970.02 (67.6%)AR&R 100 year, 12 hours storm, average 13.4 mm/h, Zone 1 269648.69 176509.16 (65.5%) 25671.80 (98.7%) 150837.34 (61.9%)




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

OVERFLOW ROUTE DETAILSName Max Q U/S Max Q D/S Safe Q Max D Max DxV Max Width Max V Due to StormREACH 2 4.449 4.449 0 0.044 0.37 12.01 8.34 AR&R 100 year, 2 hours storm, average 40.5 mm/h, Zone 1FLOW CAT 1 + 2 6.651 6.651 0 0.057 0.55 12.01 9.7 AR&R 100 year, 2 hours storm, average 40.5 mm/h, Zone 1REACH 1a 0.841 0.841 0 0.397 0.53 3.18 1.33 AR&R 100 year, 2 hours storm, average 40.5 mm/h, Zone 1REACH 6 16.286 16.286 0 0.5 2.33 9 4.65 AR&R 100 year, 2 hours storm, average 40.5 mm/h, Zone 1REACH 6a 15.316 15.316 0 0.5 2.19 9 4.38 AR&R 100 year, 2 hours storm, average 40.5 mm/h, Zone 1SH9 CULVERT 2 1.952 1.952 0 0.109 0.16 12.02 1.49 AR&R 100 year, 1.5 hours storm, average 48.4 mm/h, Zone 1REACH 1 2.252 2.252 0 0.119 0.19 12.02 1.58 AR&R 100 year, 2 hours storm, average 40.5 mm/h, Zone 1




(cu.m) (cu.m) (cu.m) %OUTLET 1 19136.54 19136.54 0 0N4 12743.72 12743.72 0 0N 1 + 2 19143.06 19136.54 0 0N1a 1440.68 1440.68 0 0N6 76426.11 76324.24 0 0.1OUTLET 6 76324.24 76324.24 0 06a 69894.34 69894.34 0 0OUTLET 5 3324.09 3324.09 0 0Windamere 3324.09 3324.09 0 0N1 6399.95 6399.33 0 0


DRAINS Developed Results 1 Year ARI





Flow(cu.m/s)

CATCHMENT 1a 0.087 AR&R 1 year, 12 hours storm, average 4.3 mm/h, Zone 1CATCHMENT 2 2.338 AR&R 1 year, 1.5 hours storm, average 17.0 mm/h, Zone 1CATCHMENT 5 0.201 AR&R 1 year, 12 hours storm, average 4.3 mm/h, Zone 1CATCHMENT 7 1.154 AR&R 1 year, 12 hours storm, average 4.3 mm/h, Zone 1CATCHMENT 6 1.271 AR&R 1 year, 1.5 hours storm, average 17.0 mm/h, Zone 1CATCHMENT 1 1.159 AR&R 1 year, 1.5 hours storm, average 17.0 mm/h, Zone 1


cu.m cu.m (Runoff %) cu.m (Runoff %) cu.m (Runoff %)AR&R 1 year, 5 minutes storm, average 71.9 mm/h, Zone 1 10015.46 1108.20 (11.1%) 1108.20 (73.2%) 0.00 (0.0%)AR&R 1 year, 10 minutes storm, average 54.9 mm/h, Zone 1 15291.96 1908.83 (12.5%) 1908.83 (82.6%) 0.00 (0.0%)AR&R 1 year, 20 minutes storm, average 40.0 mm/h, Zone 1 22257.66 2971.28 (13.3%) 2971.28 (88.3%) 0.00 (0.0%)AR&R 1 year, 30 minutes storm, average 32.4 mm/h, Zone 1 27094.1 4005.89 (14.8%) 3020.33 (73.8%) 985.55 (4.3%)AR&R 1 year, 45 minutes storm, average 25.9 mm/h, Zone 1 32423.51 6443.08 (19.9%) 2293.15 (46.8%) 4149.93 (15.1%)AR&R 1 year, 1 hour storm, average 21.8 mm/h, Zone 1 36460.62 8453.27 (23.2%) 2596.36 (47.1%) 5856.91 (18.9%)AR&R 1 year, 1.5 hours storm, average 17.0 mm/h, Zone 1 42490.5 11628.41 (27.4%) 3790.51 (59.0%) 7837.90 (21.7%)AR&R 1 year, 2 hours storm, average 14.1 mm/h, Zone 1 47026.14 14441.48 (30.7%) 4837.75 (68.1%) 9603.73 (24.1%)AR&R 1 year, 3 hours storm, average 10.7 mm/h, Zone 1 53888.8 16925.35 (31.4%) 6636.37 (81.5%) 10288.97 (22.5%)AR&R 1 year, 6 hours storm, average 6.8 mm/h, Zone 1 67771.46 21588.97 (31.9%) 9523.14 (93.0%) 12065.83 (21.0%)AR&R 1 year, 12 hours storm, average 4.3 mm/h, Zone 1 86696.66 32990.02 (38.1%) 12534.39 (95.7%) 20455.63 (27.8%)AR&R 1 year, 24 hours storm, average 2.8 mm/h, Zone 1 114035.86 32061.98 (28.1%) 16840.99 (97.7%) 15220.99 (15.7%)




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

OVERFLOW ROUTE DETAILSName Max Q U/S Max Q D/S Safe Q Max D Max DxV Max Width Max V Due to StormEASEMENT LOT 202 0.087 0.087 0.398 0.17 0.13 1.36 0.76 AR&R 1 year, 12 hours storm, average 4.3 mm/h, Zone 1OUTLET BASIN 1 0.05 0.05 4.801 0.012 0 12 0.34 AR&R 1 year, 12 hours storm, average 4.3 mm/h, Zone 1OUTLET BASIN 2 0.569 0.569 1.472 0.174 0.1 6.39 0.57 AR&R 1 year, 2 hours storm, average 14.1 mm/h, Zone 1FLOW CATCHMENT 5 0.201 0.201 2.944 0.063 0.04 5.5 0.61 AR&R 1 year, 12 hours storm, average 4.3 mm/h, Zone 1FLOW BASIN 1 + 2 0.607 0.607 1.472 0.18 0.11 6.44 0.59 AR&R 1 year, 12 hours storm, average 4.3 mm/h, Zone 1REACH 7 1.154 1.154 2.138 0.211 0.2 6.69 0.93 AR&R 1 year, 12 hours storm, average 4.3 mm/h, Zone 1FLOW BASIN 6 1.409 1.409 4.753 0.022 0.12 12 5.35 AR&R 1 year, 12 hours storm, average 4.3 mm/h, Zone 1REACH 1 1.171 1.171 4.801 0.08 0.1 12.02 1.23 AR&R 1 year, 1.5 hours storm, average 17.0 mm/h, Zone 1


Total Low Level High LevelBASIN 1 35.63 2551.4 0.05 0 0.05BASIN 2 36.73 1970.7 0.569 0 0.569


(cu.m) (cu.m) (cu.m) %N1a 401.58 401.58 0 0BASIN 1 3487.34 2127.11 1360.78 0BASIN 2 7666.06 7464.97 201.12 0Windemere 1000.24 1000.24 0 0OUTLET 5 1000.24 1000.24 0 0BASIN 1 + 2 9592.06 9579.12 0 0.1N7 16914.03 16914.03 0 0N BASIN 6 20836.05 20832.16 0 0OUTLET 6 20832.16 20832.16 0 0OUTLET 1 9579.12 9579.12 0 0N1 3486.98 3487.34 0 0

Run Log for 17442 dev detention rafts r1.drn run at 12:12:32 on 29/5/2018






Flow(cu.m/s)

CATCHMENT 1a 0.493 AR&R 10 year, 2 hours storm, average 26.6 mm/h, Zone 1CATCHMENT 2 6.79 AR&R 10 year, 1.5 hours storm, average 31.9 mm/h, Zone 1CATCHMENT 5 1.153 AR&R 10 year, 2 hours storm, average 26.6 mm/h, Zone 1CATCHMENT 7 5.279 AR&R 10 year, 6 hours storm, average 13.2 mm/h, Zone 1CATCHMENT 6 3.541 AR&R 10 year, 1.5 hours storm, average 31.9 mm/h, Zone 1CATCHMENT 1 2.819 AR&R 10 year, 1.5 hours storm, average 31.9 mm/h, Zone 1


cu.m cu.m (Runoff %) cu.m (Runoff %) cu.m (Runoff %)AR&R 10 year, 5 minutes storm, average 138 mm/h, Zone 1 19284.49 2480.81 (12.9%) 2480.81 (85.1%) 0.00 (0.0%)AR&R 10 year, 10 minutes storm, average 105 mm/h, Zone 1 29273.49 5363.81 (18.3%) 2265.05 (51.2%) 3098.76 (12.5%)AR&R 10 year, 20 minutes storm, average 75.5 mm/h, Zone 1 42042.09 13981.93 (33.3%) 925.13 (14.6%) 13056.81 (36.6%)AR&R 10 year, 30 minutes storm, average 60.9 mm/h, Zone 1 50846.01 20111.59 (39.6%) 576.94 (7.5%) 19534.65 (45.3%)AR&R 10 year, 45 minutes storm, average 48.4 mm/h, Zone 1 60641.43 28768.15 (47.4%) 2224.53 (24.3%) 26543.62 (51.6%)AR&R 10 year, 1 hour storm, average 40.8 mm/h, Zone 1 68221.27 36060.58 (52.9%) 4343.45 (42.1%) 31717.13 (54.8%)AR&R 10 year, 1.5 hours storm, average 31.9 mm/h, Zone 1 79860.48 45992.43 (57.6%) 7833.21 (64.9%) 38159.22 (56.3%)AR&R 10 year, 2 hours storm, average 26.6 mm/h, Zone 1 88902.52 53437.57 (60.1%) 10157.75 (75.6%) 43279.82 (57.3%)AR&R 10 year, 3 hours storm, average 20.5 mm/h, Zone 1 103014.97 62419.85 (60.6%) 13508.93 (86.8%) 48910.92 (55.9%)AR&R 10 year, 6 hours storm, average 13.2 mm/h, Zone 1 132317.7 79204.23 (59.9%) 18996.92 (95.0%) 60207.30 (53.6%)AR&R 10 year, 12 hours storm, average 8.6 mm/h, Zone 1 171546.78 97545.50 (56.9%) 25349.20 (97.8%) 72196.30 (49.6%)AR&R 10 year, 24 hours storm, average 5.6 mm/h, Zone 1 224946.83 102490.11 (45.6%) 33592.14 (98.8%) 68897.96 (36.1%)




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

OVERFLOW ROUTE DETAILSName Max Q U/S Max Q D/S Safe Q Max D Max DxV Max Width Max V Due to StormEASEMENT LOT 202 0.493 0.493 0.398 0.325 0.38 2.6 1.17 AR&R 10 year, 2 hours storm, average 26.6 mm/h, Zone 1OUTLET BASIN 1 0.361 0.361 4.801 0.04 0.03 12.01 0.76 AR&R 10 year, 12 hours storm, average 8.6 mm/h, Zone 1OUTLET BASIN 2 1.357 1.357 1.472 0.287 0.22 7.29 0.77 AR&R 10 year, 2 hours storm, average 26.6 mm/h, Zone 1FLOW CATCHMENT 5 1.153 1.153 2.944 0.175 0.2 6.4 1.15 AR&R 10 year, 2 hours storm, average 26.6 mm/h, Zone 1FLOW BASIN 1 + 2 1.401 1.401 1.472 0.291 0.23 7.33 0.78 AR&R 10 year, 2 hours storm, average 26.6 mm/h, Zone 1REACH 7 5.279 5.279 2.138 0.496 0.76 8.96 1.53 AR&R 10 year, 6 hours storm, average 13.2 mm/h, Zone 1FLOW BASIN 6 5.611 5.611 4.753 0.051 0.47 12.01 9.12 AR&R 10 year, 6 hours storm, average 13.2 mm/h, Zone 1REACH 1 3.166 3.166 4.801 0.145 0.26 12.03 1.82 AR&R 10 year, 1.5 hours storm, average 31.9 mm/h, Zone 1






Flow(cu.m/s)

CATCHMENT 1a 0.841 AR&R 100 year, 1.5 hours storm, average 48.4 mm/h, Zone 1CATCHMENT 2 9.756 AR&R 100 year, 1.5 hours storm, average 48.4 mm/h, Zone 1CATCHMENT 5 1.952 AR&R 100 year, 1.5 hours storm, average 48.4 mm/h, Zone 1CATCHMENT 7 10.678 AR&R 100 year, 6 hours storm, average 20.6 mm/h, Zone 1CATCHMENT 6 5.049 AR&R 100 year, 1.5 hours storm, average 48.4 mm/h, Zone 1CATCHMENT 1 4.304 AR&R 100 year, 20 minutes storm, average 115 mm/h, Zone 1


cu.m cu.m (Runoff %) cu.m (Runoff %) cu.m (Runoff %)AR&R 100 year, 24 hours storm, average 9.8 mm/h, Zone 1 393427.13 242262.64 (61.6%) 59040.17 (99.3%) 183222.47 (54.9%)AR&R 100 year, 5 minutes storm, average 214 mm/h, Zone 1 29767.86 5611.33 (18.9%) 2208.62 (49.1%) 3402.71 (13.5%)AR&R 100 year, 10 minutes storm, average 162 mm/h, Zone 1 45026.4 17022.47 (37.8%) 1051.34 (15.4%) 15971.14 (41.8%)AR&R 100 year, 20 minutes storm, average 115 mm/h, Zone 1 64114.54 32876.84 (51.3%) 1437.52 (14.8%) 31439.33 (57.8%)AR&R 100 year, 30 minutes storm, average 92.4 mm/h, Zone 1 77176.97 43185.97 (56.0%) 1702.83 (14.6%) 41483.14 (63.3%)AR&R 100 year, 45 minutes storm, average 73.3 mm/h, Zone 1 91807.45 57771.96 (62.9%) 5137.11 (37.0%) 52634.85 (67.5%)AR&R 100 year, 1 hour storm, average 61.8 mm/h, Zone 1 103271.2 69276.50 (67.1%) 8416.67 (53.9%) 60859.83 (69.4%)AR&R 100 year, 1.5 hours storm, average 48.4 mm/h, Zone 1 121228.55 85861.71 (70.8%) 13290.29 (72.5%) 72571.41 (70.5%)AR&R 100 year, 2 hours storm, average 40.5 mm/h, Zone 1 135485.81 98603.25 (72.8%) 16571.10 (80.9%) 82032.15 (71.3%)AR&R 100 year, 3 hours storm, average 31.6 mm/h, Zone 1 158177.98 115768.76 (73.2%) 21370.00 (89.4%) 94398.76 (70.3%)AR&R 100 year, 6 hours storm, average 20.6 mm/h, Zone 1 206163.63 148325.72 (71.9%) 29986.09 (96.2%) 118339.63 (67.6%)AR&R 100 year, 12 hours storm, average 13.4 mm/h, Zone 1 269648.69 181831.13 (67.4%) 40127.84 (98.5%) 141703.28 (61.9%)




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

OVERFLOW ROUTE DETAILSName Max Q U/S Max Q D/S Safe Q Max D Max DxV Max Width Max V Due to StormEASEMENT LOT 202 0.841 0.841 0.398 0.397 0.53 3.18 1.33 AR&R 100 year, 2 hours storm, average 40.5 mm/h, Zone 1OUTLET BASIN 1 1.376 1.376 4.801 0.087 0.11 12.02 1.31 AR&R 100 year, 12 hours storm, average 13.4 mm/h, Zone 1OUTLET BASIN 2 3.34 3.34 1.472 0.473 0.48 8.78 1.02 AR&R 100 year, 2 hours storm, average 40.5 mm/h, Zone 1FLOW CATCHMENT 5 1.952 1.952 2.944 0.238 0.33 6.9 1.38 AR&R 100 year, 1.5 hours storm, average 48.4 mm/h, Zone 1FLOW BASIN 1 + 2 3.381 3.381 1.472 0.476 0.49 8.81 1.03 AR&R 100 year, 2 hours storm, average 40.5 mm/h, Zone 1REACH 7 10.678 10.678 2.138 0.5 1.53 9 3.05 AR&R 100 year, 6 hours storm, average 20.6 mm/h, Zone 1FLOW BASIN 6 11.253 11.253 4.753 0.078 0.94 12.02 12.07 AR&R 100 year, 6 hours storm, average 20.6 mm/h, Zone 1REACH 1 4.722 4.722 4.801 0.185 0.39 12.04 2.12 AR&R 100 year, 1.5 hours storm, average 48.4 mm/h, Zone 1

Appendix C

MUSIC Model

Appendix D

Lochinvar Urban Release Area Figure 11

N

E

W

E

N

G

L

A

N

D

H

W

Y

NE

W

EN

GLA

ND

HWY

LO

CH

IN

VA

R

C

R

E

E

K

FREEMAN

DRIVE

ST

AT

IO

N

LA

NE

G

R

E

E

D

Y

C

R

E

E

K

HUNTER

CLOSE

ST HELENA

CLOSE

W

IN

D

EM

ER

E R

O

AD

OCCUPATION

LANE

C

H

R

IST

O

PH

ER

RO

AD

G

R

EG

O

R

Y

R

O

AD

R

O

BE

R

TS

R

O

AD

CA

NT

W

ELL R

O

AD

W

YN

DE

LLA

R

O

AD

W

IN

DE

RS

LA

NE

johnsonBOUNDARIES -DIGITAL CADASTRAL DATA BASEEXISTING CONTOURS -LIDAR DATA

"COPYRIGHT NOTICE"THIS PLAN AND THE INFORMATION IT CONTAINS ARE COPYRIGHTAND REMAIN THE PROPERTY OF ADW JOHNSON Pty Ltd.ADW JOHNSON Pty Ltd GRANTS TO THE CLIENT NAMED ON THISPLAN A LICENCE TO USE THE INFORMATION HEREON FOR THEPURPOSE FOR WHICH WE WERE ENGAGED TO PERFORM THE WORK.USE OF THE PLAN AND INFORMATION IT CONTAINS FOR ANY OTHERPURPOSE IS NOT PERMITTED UNLESS PRIOR WRITTEN APPROVAL HASBEEN OBTAINED FROM ADW JOHNSON Pty Ltd.

LOCHINVAR URBAN RELEASE AREA

CATCHMENT AREA

0m 100

200

800

400

Bar Scale 1: 8000 (A1), 1: 16000 (A3)

PROPOSED BASINS

FIGURE PROPOSED BASIN LOCATIONS &

CULVERT UPGRADES

CONCEPT ROAD NETWORK

CULVERTUPGRADE 16.04


BASIN 16.02TO REMAIN

CULVERTUPGRADE 26.0



BASIN 1.01TO REMAIN

BASIN 2.02TO REMAIN

BASIN 2.01TO REMAIN

BASIN & CULVERTUPGRADE 9.04

BASIN & CULVERTUPGRADE 9.01

BASIN 10.00

BASIN 19.01TO REMAIN

Anneh

Text Box

L36

Anneh

Text Box

L35

Anneh

Text Box

L37

Anneh

Text Box

L38

Anneh

Text Box

L39

Anneh

Text Box

L40

Anneh

Text Box

L41

Anneh

Text Box

L42

markr

Text Box

11

Appendix E

Culvert Sizing Nomographs

HYDRAULICS OF PRECAST CONCRETE CONDUITS

SECTION 3

stuart

Line

stuart

Line

HYDRAULICS OF PRECAST CONCRETE CONDUITS

SECTION 3

drainage and flooding assessment · 2018-10-08 · transpiration (mm/month) 188 160 148 96 6653 56...

Documents