Appendix 8 Stormwater Report - .NET Framework

WOOLWORTHS NZ LTD

58 Great South Road, Pokeno

Stormwater Report

Version: 1, Version Date: 06/05/2019Document Set ID: 2235399

Page | i

DOCUMENT CONTROL RECORD

Client Name: Woolworths NZ Ltd

Project: 58 Great South Road, Pokeno

Document: Infrastructure Report

CP Project No: 2050

CP Document No: R001v3

Date of Issue: 29 April 2019

Originator: ………………………………………………………………....................

Snow Lin

Land Development Engineer

Reviewed By …………………………………………………………………………………

Alister Hood

Civil Engineer

Approved By: …………………………………………………………………………………

Ryan Pitkethley

Engineering Manager

Contact Details:

Snow Lin

CivilPlan Consultants Ltd

PO Box 97796, Manukau 2241

M: 092222445

E: [email protected]


Page | ii

TABLE OF CONTENTS

1. Introduction .............................................................................................. 1

1.1 Purpose of the Report ..................................................................................................... 1

1.2 Referenced Documents ................................................................................................... 1

1.3 Limitations ........................................................................................................................ 1

2. Background ............................................................................................... 2

3. Rainfall Data and Runoff Curve Numbers ................................................. 2

4. Public Stormwater Network...................................................................... 2

4.1 Existing Pipe Network ...................................................................................................... 2

4.2 Proposed Pipe Network ................................................................................................... 3

4.3 Treatment and Extended Detention ............................................................................... 3

5. Private Stormwater Network .................................................................... 3

5.1 Pipe Network .................................................................................................................... 3

5.2 Treatment and Extended Detention ............................................................................... 4

5.3 Discharge to ground and Reuse ...................................................................................... 4

6. Peak Flow Attenuation .............................................................................. 5

7. Surface Water ........................................................................................... 5

7.1 Overland flow path .......................................................................................................... 5

7.2 Flood modelling ............................................................................................................... 5

8. Conclusion ................................................................................................. 6


Page | iii

APPENDICES

Appendix 1

Waikato District Council GIS

Appendix 2

Public Stormwater Pipe Sizing

Appendix 3

Water Quality Volume and Treatment Devices

Appendix 4

Extended Detention

Appendix 5

Overland Flow

Appendix 6

HEC-RAS Model Results


April 2019

Woolworths NZ Ltd-58 Great South Road, Pokeno

Page | 1

1. Introduction

1.1 Purpose of the Report

This report details hydrology and stormwater management for a proposed supermarket development

at 58 Great South Road, Pokeno.

1.2 Referenced Documents

In addition to the listed Appendices, this report relies on other reports which have been prepared in

conjunction with the consent documentation, but which have not been appended to this report. These

include:

▪ Geotechnical Investigation Report – Lander Geotechnical

The following documents and standards were referenced to complete the design.

▪ Waikato Local Authority Regional Infrastructure Technical Specifications (RITS).

▪ Waikato Regional Council TR2018/01 – Waikato Stormwater Management Guideline.

▪ Waikato Regional Council TR2018/02 – Waikato Stormwater Runoff Modelling Guideline.

▪ Pokeno Stormwater Catchment Management Plan (CMP) – Report and Drawings – Franklin

District Council, September 2010.

1.3 Limitations

This report has been prepared for Woolworths NZ Ltd, for the specific purpose of satisfying the

statutory information requirements under the Resource Management Act 1991 for a resource consent

application to Waikato District Council and Waikato Regional Council.


April 2019


Page | 2

2. Background

The proposed development entails constructing a Countdown supermarket with associated access and

parking. The site falls northwards, towards Helenslee Stream. A retaining wall is proposed at the

northern corner of the site.

Wellington Street, which is currently a paper road, will be constructed along the south-eastern

boundary of the site.

The supermarket site includes three parcels as listed in Table 1 below. The site is in the Business Zone

under the Waikato District Plan.

Table 1: Proposed Development Sites

Site Address Legal Description Certificate of Title Area

58 Great South Road Lot 1 DP 14599 NA385/122 8797m²

- Allotment 366 PSH of Mangatawhiri NA47A/1295 1203m²

- Allotment 367 PSH of Mangatawhiri NA47A/1296 1317m²

3. Rainfall Data and Runoff Curve Numbers

Rainfall data was obtained from NIWA HIRDS and adjusted to allow for 2.1°C climate change.

Table 2: Design Rainfall Data

Return Period year 2 5 10 100

24hr Rainfall Depth mm 67.4 88.4 105 166

Climate Change % 9 11.3 13.2 16.8

24hr Rainfall Depth with CC mm 73.5 98.4 118.9 193.9

A CN value of 74 has been adopted for pervious areas i.e. Type C soils, based on the geotechnical

investigations which found silt and clay soils. This is higher than the CN of 50 provided in the CMP for

South Auckland Volcanic Field soils.

4. Public Stormwater Network

4.1 Existing Pipe Network

The Waikato District Council GIS shows a 300mm diameter stormwater line on the opposite side of

Great South Road, and a 525mm diameter line with an outlet to the north of the development site,

within 15 Selby Street. Refer to Appendix 1 for details. Neither of these existing lines are suitable for

connection due to the topography and access.


April 2019


Page | 3

4.2 Proposed Pipe Network

A new public network and outfall has been designed to discharge stormwater runoff from Wellington

Street and the subject to Helenslee Stream via a detention basin located in Council property adjacent

to the stream. The basin and outlet are sized for extended detention only, and a spillway will cater for

the full design pipe flow.

The proposed system is been designed in accordance with the Waikato Regional Infrastructure

Technical Specifications (RITS). The runoff calculations allow for additional impervious area for potential

future development on the opposite side of Wellington Street.

Refer to Appendix 2 for catchment plans and pipe sizing calculations.

4.3 Treatment and Extended Detention

Water quality treatment and extended detention has been designed in accordance with TR2018/01 and

TR2018/02.

The peak flow rate in the Water Quality storm (1/3 of the 2yr event) is 11 l/s. Treatment of the road

reserve runoff will be provided by utilising multiple different devices along Wellington Street as and

where the built form of Wellington Street allows. The southern side of Wellington Street will be kerb

and channelled and will provide treatment via a greased treatment swale for the majority of the new

road. The northern side will have parallel carparks sited outside the traffic lane with tree pits providing

a break between pairs of carparks. The discharge from the tree pits will be collected along with the

other areas of Wellington Street not directed to either the swale or tree pits and will be treated via a

proprietary product such as a Stormwater360 StormFilter, Uplfo or JellyFish.

The extended detention volume of 52m³ will be stored in a basin and released via a 45mm dia orifice

over 24hrs at 3l/s, which is the combined EDV discharge rate for the basin and the private detention

tank in the supermarket.

Refer to Appendix 3 for calculations and treatment device details, and Appendix 4 for extended

detention calculations.

5. Private Stormwater Network

5.1 Pipe Network

All roof and canopy downpipes connected to the main building are to discharge to individual soakage

devices located along the pied system. The private pipe network will act as the overflow from the

soakage devices. The private stormwater pipe has been sized to allow for runoff from the supermarket

site. A portion of the site’s reticulated network has been sized to cater for overland flow from an area

of the carpark as well as runoff from 60 Great South Road. Refer to Table 3 for land cover.


April 2019


Page | 4

Table 3: Land cover

Landscaping (m²) Pavement (m²) Roof (m²)

58 Great South Road (proposed) 1125 7162 3021

60 Great South Road (existing) 418 237 42

Due to the proposed layout of the site there is no space for an overland flow path along the north

western boundary of the site. The private pipe will therefore be designed to carry peak flow from the

100yr storm, from 616m² of pervious area and 2116m² of impervious area. Private drainage in other

parts of the site will be designed to cater for the 10yr storm.

5.2 Treatment and Extended Detention

The peak flow rate in the Water Quality storm (1/3 of the 2yr event) is a total of 31 l/s, which will be

treated by two proprietary devices such as a Stormwater360 StormFilter or JellyFish.

The extended detention volume is 207m³, including both paved and roof areas on the supermarket site,

and will be stored in an underground tank (shown indicatively on the drawings), and released over

24hrs.

Refer to Appendix 3 for water quality volume calculations and Appendix 4 for extended detention

calculations. Please note a larger “water quality volume” in the EDV spreadsheet is calculated in the

spreadsheet, which is runoff from the total impervious area (including roof) in the water quality storm.

This value is required to calculate the detention volume required, however the treatment devices

actually only need to cater for flow from paved areas.

The private drainage network design is subject to Building Consent and will be finalised at that stage.

5.3 Discharge to Ground and Reuse

Percolation rates measured during geotechnical investigations as 0.01 L/m2/min are reported as slow

draining. Ground water recharge opportunities limited to roof and canopy downpipes connected to the

main building as this runoff is considered clean. These will discharge into soakage pits positioned along

the piped system acting as the overflow from the soakage pit. Ground water recharge from the

proposed extended detention tank within the sites loading zone was considered, however advice

relating poor percolation of certified fill material and potential drainage paths to the MSE wall and

potential destabilisation of the construction material has removed this as an option.

Reuse of runoff from the supermarket roof has been considered and found to be impractical given the

low demand and inappropriate for use within the business’ operations and the applicants concerns

regarding a continuity of supply for irrigation.

Options for the reuse of the water collected from the canopy located at the Great South Road frontage

are to be investigated further as possible landscape irrigation. A condition of consent is acceptable to

the applicant in relation to re-use of this water.


April 2019


Page | 5

6. Peak Flow Attenuation

No peak flow attenuation is provided as the CMP states that:

“The two stormwater management wetlands (Pond Q and R) attenuate post-

development stormwater runoff emanating from the Helenslee Block to below pre-

development levels ... The two stormwater management wetlands also result in

lower flood levels for the section of Helenslee Stream between Great South Road and

Market Road for the smaller flood events.” – Section 5.15.7.

And,

“It is considered that this catchment is not well suited to the use of stormwater

attenuation ponds to manage increased runoff … Treatment from new development

in the Pokeno township east area will be managed at source through the use of low

impact design, stormwater soakage devices, planning controls or the use of

proprietary treatment devices.” – Section 5.15.9

7. Surface Water

7.1 Overland flow path

Overland flow from Wellington Street and most of the supermarket site will flow towards the north

eastern boundary. A v drain is proposed along the end of Wellington Street, flowing into the

supermarket site and along the north eastern boundary to prevent the overland flow from entering

15 Selby Street. The proposed v drain has 1:3 sides with minimum 1.76m top width and 9% longitudinal

fall. The 100yr storm will be contained in the v drain with a maximum water depth of 260mm, then

discharged as overland flow over Council property to Helenslee stream. The proposed development

will not cause or exacerbate flooding in the adjacent or downstream properties. Refer to Appendix 5

for drawing and calculations.

7.2 Flood modelling

Flood modelling maps provided in the CMP show that the northern corner of the site is subject to

flooding. To determine how the proposed earthworks and retaining wall will affect flood levels a 2D

hydraulic model has been developed in HEC-RAS based on LIDAR data, survey of the site, and a typical

channel cross section developed from survey of the adjacent section of Helenslee Stream.

The channel is a v cross section with 40% side slope extending roughly 3.6m on the true right bank and

4.0m on the true left bank.

The model extends from the Market Street culvert (upstream) to the State Highway 1 culvert

(downstream), which are Nodes 17 and 18 in the CMP.

As full storm hydrographs from the CMP flood model were not available, a pseudo steady state model

has been developed using the peak flow and stage values provided in the CMP as boundary conditions

and to calibrate Manning’s n for the predevelopment model.


April 2019


Page | 6

The “pre” and “post” development models are identical except for the altered terrain (earthworks and

retaining wall) within the development site. I.e. the geometry, flow data, and Manning’s n are kept the

same.

A comparison of the predevelopment and postdevelopment model results shows that the proposed fill

and retaining wall does not alter the flooding. This is what was expected, as

- the proposed earthworks only extend slightly into the floodplain, which also narrows

downstream of the site,

- the floodplain is relatively large, with a significant backwater effect, due to the restriction at

the downstream culvert

The post-development model was also run for the 10yr storm to determine whether the proposed

public stormwater outfall could discharge above the flood plain. The results show that the pipe will be

submerged when flooding is at its peak. However, the outfall is lower than the development site and

the pipe system will be able to operate with this tailwater.

Refer to Appendix 6 for HEC-RAS input flow data and results maps. Results are displayed where the

modelled water depth is greater than or equal to 0.05m.

8. Conclusion

The public pipe network has been designed to cater for the 5yr storm from Wellington Street. The last

section of the pipe has been designed to cater for the runoff from the subject site (10yr and 100yr),

and discharges to a basin then to Helenslee Stream. The peak flow rate of 11 l/s in the Water Quality

storm (1/3 of the 2yr event) will be treated by a proprietary product. The extended detention volume

of 52m³ will be stored in the basin and released over 24hrs via an orifice controlled outlet.

The private pipe network will be designed to cater for the 10yr storm for the roof area and most of the

carpark area. The pipe will cater for the 100yr storm for the section of carpark at the northwest of the

supermarket building as there is no overland flow path from this point. The peak flow rate of 31 l/s in

the Water Quality storm (1/3 of the 2yr event) will be treated by two proprietary devices. The extended

detention volume of 207m³ will be stored in an underground tank.

Overland flow from Wellington Street will be contained within the proposed v drain along the north-

eastern boundary of the supermarket site, with a maximum depth of 260mm, before discharging to the

stream over Council property. The proposed earthworks and retaining wall extend into the floodplain

of Helenslee Stream, however a 2D HEC-RAS model shows that the development will have no impact

on flooding in the adjacent or downstream properties.

S:\Jobs\2050 - Progressive Pokeno\reports\R001v3 - Stormwater Report.docx


APPENDIX 1

Waikato District Council GIS


Service PlanWaikato District Council does not warrant theaccuracy of information in this publication and anyperson using or relying upon such information doesso on the basis that WDC shall bear no responsibilityor liability whatsoever for any errors, faults, defects oromissions in the information

SCALE 1:1225Cadastre sourced from Land Information New Zealand under CC-By.Copyright @ Waikato District Council Disclaimer

Projection: New Zealand Transverse Mercator Datum: New Zealand Geodetic Datum 2000

Print Date: 20/03/2019 A4


APPENDIX 2

Public Stormwater Pipe Sizing


SW OUTLETIL 15.83

EX SWMHLL 17.18

3021m²

42m²

PT ALLOT 15PSH OF MANGATAWHIRI

2DP 14599

1DP 30550

6DP 193238

10DP 13817

2DP 41007

3DP 41007

4DP 41007

5DP 41007

1DP 91964

ALLOT 365PSH OF

MANGATAWHIRI

1DP 92626

PSH OF MANGATAWHIRI



212m²

843m²

538m²

237m²

403m²

179m²

5325m²

STORMWATER STORAGE TANKFOR EXTENDED DETENTION(INDICATIVE)

PROPRIETARY STORMWATERTREATMENT DEVICE (INDICATIVE)

1837m²


1/01/2

2/1

1/51/6

2/32/2

1/3

1/4

1/1

RAIN GARDEN(TREATMENT)

23.50

23.25

23.00

22.75

22.50

22.00

22.25

22.5

0

22.2

5

22.0

0

23.7

5

23.5

0 23.2523.00

22.7522.50

22.2522.00

21.7521.50

21.2521.00

23.75

24.00

21.50

21.75

22.00

22.25

20.0

0

19.0

0

18.00

17.00

22.50

22.25

22.50

15.00

16.00410m²

8m²

47m²

31m²

52m²

340m²

66m²21m²

23m² 29m²

55m²13m²

621m²

111m²

154m²

44m²

296m²

6m² 4m²

178m²116m²

119m²136m² 74m²

64m²

CATCHMENT BOUNDARY

LEGEND

PERVIOUS AREA

IMPERVIOUS PAVEMENT AREA

IMPERVIOUS ROOF AREA

POSSIBLE FUTURE IMPERVIOUS AREA

BY DATEREVISION DETAILSREVC1 ISSUED FOR RESOURCE CONSENT SCP 16.04.19

CHECKED:

APPROVED: DATE:

DATE:

THIS DRAWING (AND DESIGN) REMAINS THE PROPERTY OF CIVILPLAN CONSULTANTSLIMITED AND MAY NOT BE REPRODUCED OR ALTERED WITHOUT PRIOR AGREEMENTFROM CIVILPLAN CONSULTANTS LIMITED. CIVILPLAN CONSULTANTS LIMITED WILL NOTACCEPT LIABILITY ARIS ING FROM UNAUTHORISED USE OF THIS DRAWING.

DRAWN: DATE:SL 03.2019

AJH 28.03.19

RJP 28.03.19

Level 3, 3 Osterley Way, Manukau, Auckland. Phone: 09 222 2445

PROJECT TITLE:

WOOLWORTHS NZ LTD58 GREAT SOUTH ROAD

POKENO

SHEET TITLE:

PROPOSED STORMWATERDRAINAGE CATCHMENT PLAN SCALE BAR

SCALE: (A1/A3)

30m0 6 12 18 241:600@A3

1:300 / 1:600

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DRAWING NUMBER: REV:

ISSUE STATUS:

2050-00-SK03-1 C1

CONSENT


STORM WATER AND PIPE FLOW CALCULATORRATIONAL FORMULA AND COLEBROOK WHITE EQUATION

CLIENT: Woolworths NZ Ltd DESIGNER: SLPROJECT: 58 Great South Road, Pokeno JOB NO: 2050OUTFALL: Helenslee Stream DATE: 15.03.2019LOCATION: Waikato

DESIGN STORM 5 10 100 yr ARI 2 yr ARI10 MIN PEAK RAINFALL 83.3 97.4 149 mm/hr 64.7 mm/hrCLIMATE CHANGE: 11.3% 13.2% 16.8% 25.6%DESIGN STORM + CC: 92.71 110.26 174.03 mm/hr 81.28 mm/hr

Half of the 2 year intensity 40.64 mm/hrks = 0.6 for PVC pipes Use Concrete pipesks = 1.5 for concrete pipes

NOTE: This spreadsheet calculates peak flow rates using the Rational Formula and pipe capacities using the Colebrook-White EquationMinimum velocity check Must be >0.6 m/s

LineIncremental

Pervious Area

Incremental

Roof Area

Incremental

Asphaltic and

Concrete Area

Possible

Increment

Asphaltic and

Concrete Area

Runoff 'c'

Equiv

Area

(C*A)

Design

StormIntensity

Incremental

Flow

Cumulative

FlowDiam Ks Grade Qmax

Velocity

FullCapacity

Incremental

Flow

Cumulative

Flow

Manning's

'n'Kh

Ɵ (for

Ɵ<=265˚)

Ɵ (for

265˚<=Ɵ<=302.41˚)h/d h

Area of

pipe

flowing

part full

Area of

pipe

flowing

full

Pipe %

fullVelocity

ha ha ha ha - ha yr mm/hr l/s l/s mm - % l/s m/s % l/s l/s radians radians mm m² m² % m/sLine 11/6 - 1/5 0.0282 0 0.0843 0.0136 0.77 0.0966 5 92.71 24.89 24.89 225 1.5 2.1 66 1.67 37.6 10.91 10.91 0.013 0.052 2.254 Use Theta<265 0.285 64 0.009 0.040 23.527 1.166Line 2 0.0290 0 0.1217 0 0.1182 30.47 55.36 13.36 24.27 0.0131/5 - 1/4 0.0178 0 0.0179 0.0074 0.65 0.0281 5 92.71 7.25 62.61 225 1.5 2.9 78 1.96 80.4 3.18 27.44 0.013 0.112 2.835 Use Theta<265 0.424 95 0.016 0.040 40.312 1.7121/4 - 1/3 0.0111 0 0 0 0.30 0.0033 5 92.71 0.86 63.47 225 1.5 5.7 109 2.75 58.1 0.38 27.82 0.013 0.081 2.563 Use Theta<265 0.357 80 0.013 0.040 32.085 2.181Private - 100yr 0.0616 0.0042 0.2074 0 0.77 0.2091 100 174.03 101.18 164.65 23.63 51.44 0.013Private - 10yr 0.0927 0.3021 0.5325 0 0.86 0.7941 10 110.26 243.39 408.03 89.71 141.15 0.0131/3 - 1/2 0 0 0 0 0.00 0.0000 5 92.71 0.00 408.03 525 1.5 1.0 431 1.99 94.6 0.00 141.15 0.013 0.102 2.755 Use Theta<265 0.404 212 0.082 0.216 37.860 1.7221/1 - Outlet 0 0 0 0 0.00 0.0000 5 92.71 0.00 3.00 150 1.5 1.0 15 0.88 19.4 0.00 3.00 0.013 0.061 2.362 Use Theta<265 0.310 46 0.005 0.018 26.390 0.643

Line 22/3 - 2/2 0.0139 0 0.0538 0 0.78 0.0526 5 92.71 13.55 13.55 225 1.5 1.7 60 1.50 22.7 5.94 5.94 0.013 0.032 1.957 Use Theta<265 0.221 50 0.007 0.040 16.407 0.9112/2 - 2/1 0.0067 0 0.0276 0 0.78 0.0269 5 92.71 6.92 20.48 225 1.5 1.7 60 1.50 34.4 3.03 8.97 0.013 0.048 2.197 Use Theta<265 0.273 61 0.009 0.040 22.068 1.0232/1 - 1/4 0.0084 0 0.0403 0 0.80 0.0388 5 92.71 10.00 30.47 225 1.5 1.7 60 1.50 51.1 4.38 13.36 0.013 0.071 2.466 Use Theta<265 0.334 75 0.012 0.040 29.291 1.147

Notes:ITS Section 4.2.4 Table 4-7 Design level of serviceLand Use Return PeriodTransport Corridor 5Commerical, Business 10ITS Section 4.2.4.1 Table 4-8 Runoff coefficientsLand Use CNTransport Corridor 0.80Business 0.95ITS Section 4.2.4.1 Table 4-9 Runoff coefficients refinedLand Cover CNRoofs 0.95Asphaltic and Concrete Areas 0.90Uncultivated Ground, Lawn, Playing 0.30ITS Section 4.2.4.8 Pipe gradients should be at a grade that prevents silt deposition. The minimum velocity should be at least 0.6m/s at a flow of half the 2 year ARI design flow. For velocities greater than 3.0m/s specific design to mitigate erosion is required.ITS Section 4.2.7.2 Manholes on stormwater pipelines more than DN600 shall have a minimum diameter equal to the largest pipe size plus 450 mmITS Section 4.2.7.7 In addition to the normal pipeline gradient, all manholes shall have a minimum drop of 20mm plus 5mm per 10 degrees of the angle of change of flow within the manhole.

S:\Jobs\2050 - Progressive Pokeno\calculations\SW Pipe Flow.xlsx Page 1


APPENDIX 3

Water Quality Volume and Treatment Devices



2DP 14599

1DP 30550

6DP 193238

10DP 13817

2DP 41007

3DP 41007

4DP 41007

5DP 41007

1DP 91964

ALLOT 365PSH OF

MANGATAWHIRI

1DP 92626

PSH OF MANGATAWHIRI



42m²

210m²

1508m²

STORMWATER BASIN FOREXTENDED DETENTION(INDICATIVE)

STORMWATER STORAGE TANKFOR EXTENDED DETENTION(INDICATIVE)


2733m²

5632m²


RAIN GARDEN(TREATMENT)

RECHARGE PIT(ROOF WATER ONLY)



23.50

23.25

23.00

22.75

22.50

22.00

22.25

22.5

0

22.2

5

22.0

0

23.7

5

23.5

0 23.2523.00

22.7522.50

22.2522.00

21.7521.50

21.2521.00

23.75

24.00

21.50

21.75

22.00

22.25

20.0

0

19.0

0

18.00

17.00

22.50

22.25

22.50

15.00

16.00

1320m²

237m²

1837m²

5325m²

1693m²1023m²

410m²

8m²

47m²

31m²

52m²

66m²21m²

52m²

68m²

154m²

44m²

296m²

6m² 4m²

414m²

CATCHMENT BOUNDARY

LEGEND

PERVIOUS AREA





CHECKED:

APPROVED: DATE:

DATE:



AJH 28.03.19

RJP 28.03.19


PROJECT TITLE:


POKENO

SHEET TITLE:

PROPOSED STORMWATERWATER QUALITY VOLUME

CATCHMENT PLANSCALE BAR

SCALE: (A1/A3)

30m0 6 12 18 241:600@A3

1:300 / 1:600

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ISSUE STATUS:

2050-00-SK07-1 C1

CONSENT


STORMWATER PEAK FLOW RATE,RUNOFF DEPTH, AND RUNOFF VOLUME (TR2018/02)

CLIENT: Woolworths NZ Ltd DESIGNER: SL

PROJECT: 58 Great South Road, Pokeno JOB NO.: 2050

OUTFALL: Scruffy Dome DATE: 17.04.2019

CATCHMENT INFORMATION:

Soil Soil Cover Description (cover type, Curve No., CN Area

Type Classification treatment, hydrological cond.) (from Table 3.3) Ha

PERVIOUS CATCHMENT

Mercer Sandstone C Great South Road Berm 74 0.005

Mercer Sandstone C Wellington Street Berm 74 0.041

Total Pervious= 0.05

IMPERVIOUS CATCHMENT

- - Wellington Street 98 0.102

- - Wellington Street Possible Future 98 0.021

Total Impervious= 0.12

Totals= 0.17

GRAPHICAL PEAK FLOW RATE:

Water Quality

Storm

20%

AEP+11.3% CC

Av. recurrence interval ARI= 1/3 of 2yr 5yr+CC

24hr rainfall depth with CC (mm) (From NIWA HIRDS) P24= 73.5 98.4

Peak Rainfall Rate (mm/hour) 16.2xP24/24hours= 49.59 66.41 mm/hr

PERVIOUS AREA

Ia (0 for impervious, 5 for pervious) = 5.0 5.0

CN (from above table and Table 3.3) = 74.0 74.0

Storage S = ((1000/CN)-10)*25.4= 89.2 89.2 mm

Runoff/Rainfall = ((P24-2Ia)(P24-2Ia+4S))/((P24-2Ia+2S)^2) = 0.456 0.553

Peak runoff rate = P24 x Pervious Area x (Runoff/Rainfall) 0.00289 0.00470 m³/s

IMPERVIOUS AREA

Ia (0 for impervious, 5 for pervious) = 0.0 0.0

CN (from above table and Table 3.3) = 98.0 98.0

Storage S = ((1000/CN)-10)*25.4= 5.2 5.2 mm

Runoff/Rainfall = ((P24-2Ia)(P24-2Ia+4S))/((P24-2Ia+2S)^2) = 0.985 0.991

Peak runoff rate = P24 x Pervious Area x (Runoff/Rainfall) 0.01673 0.02254 m³/s

TOTALS

Peak runoff rate = 0.01962 0.02724 m³/s

NOTE: This spreadsheet calculates stormwater peak flow rates using TR2018/02, Graphical Method. Swales suited for small catchments which TR2018/02 sets the time of

concentration (tc) to 10 minutes, which replaces part of the TR2018/02 calculation routine with the formulas below.

S:\Jobs\2050 - Progressive Pokeno\calculations\Swale.xlsx Page 1


SWALE DESIGN (TR2018/01)NOTE: This spreadsheet calculates swale parameters using TR2018/01 methodology.


PROJECT: 58 Great South Road, Pokeno JOB NO.: 2050

OUTFALL: Scruffy Dome DATE: 17.04.2019

Storm Calculations

From TP 108 calculation tab

Water Quality

Storm

20% AEP+11.3%

CC

Design Runoff Flow Rate 0.01962 0.02724 m³/s

Select Slope of Swale

Swale Slope = 0.81 0.81 %

Swale Slope = 0.0081 0.0081 m/m

Select Vegetation Cover (input either '150' or '100' for height of grass in mm)

Grass Height = 0.15 0.15 m

Select Design Depth of Flow

d = 0.15 0.15 m

Mannings 'n' value

n = 0.25 0.03

Use Trapezoidal Swale Shape:

T1

Freeboard T

d1

Z = e/d d

e b e

Select side slope, Z = 1 in 5 (minimum value should be 3)

Calculate Swale Dimensions

Water Quality

Storm

20% AEP+11.3%

CC

Base Width initial estimate b 0.55 0.00 m

Base Width b 1.00 1.00 m Min. bottom width = 0.3m, Max. bottom width = 2m

Top width, T = 2.50 2.50 m

Cross Sectional Area, A = 0.26 0.26 m²

Wetted Perimeter, P = 2.53 2.53 m

Check Qactual = 0.02087 0.17390 m³/s

Is Qactual>Qdesign? / % available YES YES %

Flow Velocity, V = 0.07 0.10 m/s

Flow Velocity Check OK OK CHECK: V must be < 0.8m/s for WQV, and < 1.5m/s for larger events

Hydraulic Residence time, t (9mins) = 540 NA seconds (or else use erosion protection)

Swale Length, L = Vt = 40 NA m Minimum Length = 30m

Final Design Swale Dimensions to allow for freeboard

Choose freeboard height 0 0 m

Bottom Width, b = 1.00 1.00 m

Top width, T1= 2.50 2.50 m

Swale Depth, d1= 0.15 0.15 m

Swale Length, L = 40 NA m governing dimensions

Slopes of <2% need perforated pipe underdrain

Slopes of >5% need check dams to reduce velocity, and level

spreader installed at head

S:\Jobs\2050 - Progressive Pokeno\calculations\Swale.xlsx Page 2


STORMWATER PEAK FLOW RATE, RUNOFF DEPTH, AND RUNOFF VOLUME (WAIKATO REGIONAL COUNCIL TR2018/02)

CLIENT: Woolworths NZ LtdPROJECT: 58 Great South Road, PokenoJOB NO: 2050DESIGNER: SL

DATE: 19.02.2019REVISION: 1

SUMMARY OF RESULTS

INPUT

DESCRIPTION: Water Quality Volume

WQV 50% AEP 20% AEP 10% AEP 1% AEPARI (yr) 1/3 2yr 2yr 5yr 10yr 100yr

Design Rainfall (mm) 67.4 88.4 105.0 166.0Climate Change at 2.1°C 9.0% 11.3% 13.2% 16.8%

Design Rainfall + CC (mm) 24.5 73.5 98.4 118.9 193.9

OUTPUT

Catchment Area (ha)

EXG Building and Post-Development

Carpark

Post-Development

Carpark

Post-Development

Wellington St w Swale

Post-Development

Wellington St w DevicePervious 0.06 0.03 0.05 0.03 ha

Impervious 0.21 0.53 0.12 0.13 ha

Total 0.27 0.56 0.17 0.16 ha

WQV (m³) 45 107 26 27WQV Flow Rate (l/s) 9.1 22.1 5.4 5.6

S:\Jobs\2050 - Progressive Pokeno\calculations\TP108\TP108 calc - Waikato - WQV.xlsx






TOTAL CATCHMENT AREA (Ha): 0.273 Ha

SCENARIO: POST DEVELOPMENT - EXG BUILDING AND COUNTDOWN CARPARK

NOTE: This spreadsheet calculates stormwater peak flow rates using WRC TR2018/02 Graphical Method.

PERVIOUS CATCHMENTRunoff Curve Number (CN) and Initial Abstraction (Ia):

Soil Type Soil Classification Cover Description (cover type, treatment, hydrological cond.) Curve No. CN Area Ha CN * AreaMercer Sandstone C Lawn 74 0.042 3.093Mercer Sandstone C Countdown Carpark Landscape 74 0.020 1.465

0.0000.000

Total Pervious= 0.062 4.558CN (weighted) = Total product / Total Area = 74.0

Time of Concentration:Catchment Length (measured along drainage path) L= 0.01 mRise from bottom to top of catchment = "Equal area" height (calculation below) H = 0.01 m

Time of Concentration from Equation 7-4, minimum 6 minutes tc = 0.0195 (L³ / H)0.385

= 6.0 min 0.10 hoursSCS lag for HEC-HMS = tp = 2/3*tc= 4.0 min 0.07 hours

Graphical Peak Flow Rate:Soil Storage Parameter S = ((1000/CN)-10)*25.4= 89.2 mmIa (weighted) = 0.05*S = 4.5 mm

WQV 50% AEP 20% AEP 10% AEP 1% AEPAv. recurrence interval ARI= 1/3 2yr 2yr 5yr 10yr 100yr24hr rainfall depth+CC (mm) (From HIRDS) P24= 24.5 73.5 98.4 118.9 193.9c* = (P24-2Ia)/(P24-2Ia+2S) c*= 0.08 0.27 0.33 0.38 0.51Specific Peak Flow Rate (from fig 5.1 in TP 108) q*= 0.029 0.085 0.103 0.114 0.139Peak Flow Rate (l/s) A*P24*q*/100 qp= 0.4 3.9 6.3 8.4 16.7Runoff Depth (mm) (P24-Ia)^2/(P24-Ia+S) Q24= 3.7 30.1 48.2 64.3 128.8Runoff Volume (m³) 1000*Q24*A/100 V24= 2 19 30 40 79

IMPERVIOUS CATCHMENTRunoff Curve Number (CN) and Initial Abstraction (Ia):

Soil Type Soil Classification Cover Description (cover type, treatment, hydrological cond.) Curve No. CN Area Ha CN * Area

- - Existing Building and Access 98 0.028 2.734- - Countdown Carpark 98 0.184 18.003

0.000Total Impervious= 0.212 20.737

CN (weighted) = Total product / Total Area = 98.0


Time of Concentration from Equation 7-4, minimum 6 minutes tc = 0.0195 (L³ / H)0.385 = 6.0 min 0.10 hoursSCS lag for HEC-HMS = tp = 2/3*tc= 4.0 min 0.07 hours

Graphical Peak Flow Rate:Storage S = ((1000/CN)-10)*25.4= 5.2 mmIa (weighted) = 0.05*S = 0.3 mm


TOTALS:WQV 50% AEP 20% AEP 10% AEP 1% AEP

Peak flow rate (l/s): 9.1 31.6 43.7 53.7 91.0Runoff volume (m³): 45 163 227 280 478








SCENARIO: POST DEVELOPMENT - COUNTDOWN CARPARK



Soil Type Soil Classification Cover Description (cover type, treatment, hydrological cond.) Curve No. CN Area Ha CN * AreaMercer Sandstone C Countdown Carpark Landscape 74 0.031 2.264

0.0000.0000.000









- - Countdown Carpark and Back Entry 98 0.533 52.1850.0000.000

Total Impervious= 0.533 52.185CN (weighted) = Total product / Total Area = 98.0














SCENARIO: POST DEVELOPMENT - WELLINGTON STREET w SWALE



Soil Type Soil Classification Cover Description (cover type, treatment, hydrological cond.) Curve No. CN Area Ha CN * AreaMercer Sandstone C Great South Road Berm 74 0.005 0.348Mercer Sandstone C Wellington Street Berm 74 0.041 3.064

0.0000.000









- - Wellington Street 98 0.102 10.025- - Wellington Street Possible Future 98 0.021 2.058
















SCENARIO: POST DEVELOPMENT - WELLINGTON STREET w DEVICE




0.0000.000




















Qwq

Qwq

Qby

INLET PIPE

(BY OTHERS)

Qp = Qwq + QbyOUTLET PIPE

(BY OTHERS)

Qp

INLET PIPE

(BY OTHERS)

STORMFILTER SECTION

OPENING TO

CARTRIDGE BAY

WEIR

TYPE A 900 x 900

SQUARE ACCESS

COVER AND FRAME

MASTIC JOINT

(BY OTHERS)

ACCESS COVER RISER (BY OTHERS)

REFER SW360 DRAWING

SF-STD-RISER-DETAIL

ADDITIONAL RISER SECTION

(IF REQUIRED) TO BE

SUPPLIED BY OTHERS

(INSTALLATION NOTES B)

OUTLET PIPE

(BY OTHERS)

150

1420 (A

PP

RO

X)

PEAK FLOW

DIVERSION WEIR

CAST IN-SITU CONCRETE COLLAR

(BY OTHERS ON SITE)

STORMFILTER PLAN VIEW

VARIES ( 150 - 250 TYP)

VARIES (BY OTHERS)

1300

B

BEDDING AS PER ENGINEER

OF RECORD AND LOCAL

TERRITORIAL AUTHORITY

SPECIFICATIONS

STORMFILTER DESIGN NOTES

CARTRIDGE HEIGHT (cm)

SPECIFIC FLOW RATE (L/s/m2)

CARTRIDGE FLOW RATE (L/s)

RECOMMENDED HYDRAULIC DROP (mm)

69 4630 (LOW DROP)

890 660 500

1.40

1.42

0.70 1.40 0.70 1.40 0.70

0.71 0.95 0.475 0.63 0.315

STORMFILTER STRUCTURE MODEL

BYPASS FLOW, Qby @ 200mm ABOVE WL*

CHAMBER DIAMETER

BYPASS WEIR LENGTH*

MAX. TREATMENT FLOW RATE Qwq (L/s)

B

C

C

STORMFILTER TREATMENT CAPACITY IS A FUNCTION OF THE CARTRIDGE SELECTION AND THE NUMBER OF CARTRIDGES. THE PEAK

DIVERSION MODEL INTEGRATES AN "OFFLINE" BYPASS WEIR WITHIN THE STORMFILTER MANHOLE. THE STORMFILTER RATED

MAXIMUM TREATMENT CAPACITY PER CARTRIDGE IS SHOWN IN THE TABLE BELOW. MAXIMUM HYDRAULIC INTERNAL BYPASS @ 200

mm HYDRAULIC HEAD IS SHOWN IN THE TABLE BELOW. SITE SPECIFIC PEAK CONVEYANCE CAPACITY TO BE DETERMINED BY

ENGINEER OF RECORD. CONTACT YOUR STORMWATER CONSULTANT FOR ADDITIONAL INFORMATION

A

SFMHPD1215 SFMHPD1515 SFMHPD1815 SFMHPD2015

2.84

Ø 1200

430

4.26

Ø 1500

560

7.10

Ø 1800

650

8.56

Ø 2050

700

A

100

INLET INVERT TBC

(100 TO 890 TYP)

PEAK FLOW

DIVERSION

TWL

INLET OPENING TO

CARTRIDGE BAY

MAXIMUM No. OF CARTRIDGES

Qby

MAX PWL

(SEE GENERAL NOTE 4)

2 3 5 6

SFMHPD2315

12.78

Ø 2300

750

9

SFMHPD1015

1.42

Ø 1050

400

1

65 L/S 70 L/S 90 L/S 105 L/S 110 L/S 120 L/S

*CUSTOM PEAK DIVERSION CONFIGURATIONS ARE AVAILABLE WHERE GREATER BYPASS FLOWS ARE REQUIRED. CONTACT A SW360 STORMWATER CONSULTANT FOR MORE INFORMATION.

BYPASS BAFFLE LENGTH*D 1165 1420 17501035

D

100

NUMBER OF CARTRIDGES

TO BE DETERMINED BY

"ENGINEER OF RECORD"

1930 2150

180°

180 ° ONLY

(SEE NOTE 11)

A

30.04.18

30.04.18T.B.

DEVICE # :

JOB NO :

PROJECT :

STORMWATER360 2018Any unauthorised

reproduction of this drawingin part or in full is prohibited

C

CONDITION OF USE0800 STORMWATER

[email protected]

www.stormwater360.co.nz

DRN :

CKD :SCALE : DRG No :

R.P.

XXX

DRAWING

STORMFILTER

PEAK DIVERSION

MANHOLE CONFIGURATION

GENERAL ARRANGEMENT

1

D

SF-STD-MHPD-ALL

1 STORMWATER360 TO PROVIDE ALL MATERIALS UNLESS NOTED OTHERWISE.

2. FOR SITE SPECIFIC DRAWINGS WITH DETAILED STRUCTURE DIMENSIONS AND WEIGHT, PLEASE CONTACT YOUR SW360 STORMWATER

CONSULTANT VIA www.stormwater360.co.nz, OR 0800 STORMWATER, OR [email protected].

3. T.W.L. = TREATMENT WATER LEVEL.

4. THE MAXIMUM DOWNSTREAM PERMANENT WATER LEVEL (PWL) IS TO BE SET AT OR BELOW THE BASE OF THE CARTRIDGES.

TYPICALLY 100 mm ABOVE OUTLET INVERT.

5. PEAK DIVERSION WEIR CORRESPONDS TO RECOMMENDED HYDRAULIC DROP ON TABLE ABOVE.

6. STRUCTURE SHALL MEET NZTA'S HN-HO-72 OR PER APPROVING JURISDICTION TRAFFICKED LOAD REQUIREMENTS, WHICHEVER IS MORE

STRINGENT. COVER AND FRAME ARE TO BE RATED TO EITHER CLASS B (FOR PEDESTRIAN AREAS) OR CLASS D (TRAFFICKED ROADS) IN

ACCORDANCE WITH AS 3996 : 2006.

7. STRUCTURE SHALL BE PRECAST CONCRETE CONFORMING TO NZS 3109 : 1997, NZS 3114 : 1987 AND AS/NZS 4058 : 2007.

8. FILTER CARTRIDGES SHALL BE MEDIA-FILLED, PASSIVE, SIPHON ACTUATED, RADIAL FLOW, AND SELF CLEANING. RADIAL MEDIA DEPTH SHALL

BE 178 mm. FILTER MEDIA CONTACT TIME SHALL BE AT LEAST 39 SECONDS.

9. SPECIFIC FLOW RATE IS EQUAL TO THE FILTER TREATMENT CAPACITY (L/s) DIVIDED BY THE FILTER CONTACT SURFACE AREA (m2).

10. MINIMUM INVERT DIFFERENCE BETWEEN INLET PIPE AND OUTLET PIPE IS 100 mm.

11. DEVICE SUITABLE FOR INSTALLATION ON STRAIGHT (180 °) PIPE RUNS. ALTERNATIVE PIPE ANGLES ARE ARE NOT SUITABLE.

CONTACT SW360 FOR ALTERNATE OPTIONS.

12. NO PRODUCT SUBSTITUTIONS SHALL BE ACCEPTED UNLESS SUBMITTED 10 DAYS PRIOR TO PROJECT BID DATE, OR AS DIRECTED BY THE

ENGINEER OF RECORD.

GENERAL NOTES :

INSTALLATION NOTES :A. SIZE AND CLASS OF PIPE OR SQUARE KNOCKOUT SIZE TO BE SPECIFIED ON DRAWING BY CLIENT / CONTRACTOR.

B. ADDITIONAL RISERS TO BE FORMED ON SITE BY CONTRACTOR (IF REQUIRED).

C. ANY SUB-BASE, BACKFILL DEPTH, AND/OR ANTI-FLOTATION PROVISIONS ARE SITE-SPECIFIC DESIGN CONSIDERATIONS AND SHALL BE

SPECIFIED BY ENGINEER OF RECORD.

D. CONTRACTOR TO PROVIDE EQUIPMENT WITH SUFFICIENT LIFTING AND REACH CAPACITY TO LIFT AND SET THE STORMFILTER STRUCTURE

(LIFTING CLUTCHES PROVIDED).

E. CONTRACTOR TO INSTALL JOINT SEALANT BETWEEN ALL STRUCTURE SECTIONS AND ASSEMBLE STRUCTURE.

F. CONTRACTOR TO PROVIDE, INSTALL, AND GROUT INLET AND OUTLET PIPES. STRAIGHT PIPES TO BE INSTALLED WITH 180° ANGLES ONLY.

A CAST IN-SITU CONCRETE COLLAR IS TO BE POURED ON SITE BY CONTRACTOR AS SHOWN ON DRAWINGS.

G. CONTRACTOR TO TAKE APPROPRIATE MEASURES TO PROTECT CARTRIDGES FROM CONSTRUCTION-RELATED EROSION RUNOFF.

A

C GENERAL REV 30.04.18

ISSUE REVISION DETAIL DATE

D GENERAL REV 31.07.18

CONCRETE LID WITH Ø 900

INTERNAL ACCESS HOLE

INTERNAL ACCESS HOLE IS

OFFSET ON 1200/1500/2050

CONCRETE LIDS

Ø 900

WEIGHT OF MANHOLE 1.5 T (MH)

WEIGHT OF LID 0.5 T (LID)

1.9 T (MH)

0.9 T (LID)

2.6 T (MH)

1.0 T (LID)

4.17 T (MH)

1.6 T (LID)

5.07 T (MH)

2.0 T (LID)

6.8 T (MH)

2.8 T (LID)

STRUCTURE ID

WATER QUALITY FLOW RATE - Qwq (L/s)

PEAK FLOW RATE - Qp (L/s)

RETURN PERIOD OF PEAK FLOW (yrs)

# OF CARTRIDGES REQUIRED x CARTRIDGE HEIGHT (ie 1 x 69 cm)

MEDIA TYPE (ZEO, PER, ZPG, PHS)

PIPE DATA: R.L. MATERIAL

INLET PIPE

OUTLET PIPE

SITE SPECIFIC DATA REQUIREMENTS

LID LEVEL

CARTRIDGE FLOW RATE

AS PER ENGINEER OF RECORD

DIAMETER

N/A N/A

CATCHMENT AREA

ACCESS COVER TYPE

TYPE A

(ALL CLASS D)

SOLID 900 x 900

TYPE H (NZTA)

GRATE 900 x 900


INLET

PIPE

CARTRIDGE

DECK

HI-FLO

CARTRIDGES

MAINTENANCE

ACCESS WALL (MAW)

DRAINDOWN

CARTRIDGE

62° MIN

A

-

A

-

PLAN VIEW

SECTION A-A

DRAWING

JELLYFISH FILTER

MODEL JF1200-2-1

STANDARD DETAIL

OFFLINE CONFIGURATION

2

A18.11.15

18.11.15T.B.

JF1200-2-1-OFFLINE-2

DEVICE # :

JOB NO :

PROJECT :



C


[email protected]


DRN :

CKD :

R.P.

SCALE : DRG No :N.T.S.

FINISHED

SURFACE LEVEL

JELLYFISH DESIGN NOTES

CARTRIDGE DEPTH

FLOW RATE HIGH-FLO / DRAINDOWN (L/S/CART)

381 mm

JELLYFISH TREATMENT CAPACITY IS A FUNCTION OF THE CARTRIDGE SELECTION AND THE NUMBER OF

CARTRIDGES. THE STANDARD MANHOLE STYLE IS SHOWN. Ø 1200 MANHOLE JELLYFISH PEAK

TREATMENT CAPACITY IS 12.5 L/S. IF THE SITE CONDITIONS EXCEED 12.5 L/S AN UPSTREAM BYPASS

STRUCTURE IS REQUIRED.

CARTRIDGE MODEL

686 mm1016 mm1372 mm

1.4 / 0.72.5 / 1.33.8 / 1.95.0 / 2.5

MAX. CARTS HIGH-FLO / DRAINDOWN 2/1

OUTLET INVERT TO STRUCTURE INVERT (A)

3.56.39.512.5

MAX. TREATMENT (L/S)

1200 N.B.

BEDDING AS PER LOCALTERRITORIAL AUTHORITY

SPECIFICATIONS

600

MIN

SEPARATOR SKIRT

INLET PIPE

(BY OTHERS)

850

MIN

(HAT

CH)

1520

MIN

(NO

HATC

H)

CARTRIDGE DECK

100

A

OUTLET PIPE

(BY OTHERS)

900

RIS

ER

1

(VAR

IES)

RIS

ER

3

(VAR

IES)

TYPE A 900 x 900 SQUAREACCESS COVER AND FRAME

ADDI

TION

AL R

ISER

SEC

TION

S(IF

REQ

UIRE

D)TO

BE

SUPP

LIED

BY

OTHE

RS

OUTLET PIPE TO BE

LOCATED IN

HATCHED AREAS

BY OTHERS

O

U

T

L

E

T

P

I

P

E

B

Y

O

T

H

E

R

S

150

RIS

ER

2

MAX PWL

(SEE GENERAL NOTE 6)

15"27"40"54"

MAINTENANCE

ACCESS WALL (MAW)

STRUCTURE ID

WATER QUALITY FLOW RATE (QWq) (L/S)

PEAK FLOW RATE (L/S)

RETURN PERIOD OF PEAK FLOW (yrs)

# OF CARTRIDGES REQUIRED (HF / DD)

PIPE DATA: R.L. MATERIAL DIAMETER

INLET PIPE #1

INLET PIPE #2

OUTLET PIPE

SITE SPECIFICDATA REQUIREMENTS

LID LEVEL N/AN/A

/1

1. STORMWATER360 TO PROVIDE ALL MATERIALS UNLESS NOTED OTHERWISE.

2. FOR SITE SPECIFIC DRAWINGS WITH DETAILED STRUCTURE DIMENSIONS AND WEIGHT, PLEASE CONTACT YOUR SW360 STORMWATER

CONSULTANT VIA www.stormwater360.co.nz, OR 0800 STORMWATER, OR [email protected].

3. JELLYFISH WATER QUALITY STRUCTURE SHALL BE IN ACCORDANCE WITH ALL DESIGN DATA AND INFORMATION CONTAINED IN THIS DRAWING.

CONTRACTOR TO CONFIRM STRUCTURE MEETS REQUIREMENTS OF PROJECT.

4. STRUCTURE SHALL MEET NZTA'S HN-HO-72 OR PER APPROVING JURISDICTION TRAFFICKED LOAD REQUIREMENTS, WHICHEVER IS MORE

STRINGENT. COVER AND FRAME ARE TO BE RATED TO EITHER CLASS B (FOR PEDESTRIAN AREAS) OR CLASS D (TRAFFICKED ROADS) IN

ACCORDANCE WITH AS 3996 : 2006.

5. STRUCTURE SHALL BE PRECAST CONCRETE CONFORMING TO NZS 3109 : 1997, NZS 3114 : 1987 AND ASINZS 4058 : 2007.

6. THE OUTLET TYPE INVERT IS EQUAL TO THE CARTRIDGE DECK ELEVATION. THE MAXIMUM DOWNSTREAM PERMANENT WATER LEVEL (PWL) IS

TO BE SET AT OR BELOW THIS OUTLET LEVEL.

7. NO PRODUCT SUBSTITUTIONS SHALL BE ACCEPTED UNLESS SUBMITTED 10 DAYS PRIOR TO PROJECT BID DATE, OR AS DIRECTED BY THE

ENGINEER OF RECORD.

A. ANY SUB-BASE, BACKFILL DEPTH, AND/OR ANTI-FLOTATION PROVISIONS ARE SITE-SPECIFIC DESIGN CONSIDERATIONS AND SHALL BE

SPECIFIED BY ENGINEER OF RECORD.

B. CONTRACTOR TO PROVIDE EQUIPMENT WITH SUFFICIENT LIFTING AND REACH CAPACITY TO LIFT AND SET THE STRUCTURE.

C. CONTRACTOR WILL INSTALL AND LEVEL THE STRUCTURE, SEALING THE JOINTS, LINE ENTRY AND EXIT POINTS (NON-SHRINK GROUT WITH

APPROVED WATERSTOP OR FLEXIBLE BOOT)

D. CONTRACTOR TO TAKE APPROPRIATE MEASURES TO PROTECT CARTRIDGES FROM CONSTRUCTION-RELATED EROSION RUNOFF.

E. CARTRIDGE INSTALLATION, BY CONTRACTOR, SHALL OCCUR ONLY AFTER SITE HAS BEEN STABILIZED AND THE JELLYFISH UNIT IS CLEAN AND

FREE OF DEBRIS. CONTACT SW360 FOR SUPPLY OF CARTRIDGE(S) AFTER SITE STABILIZATION AT 0800 STORMWATER.

GENERAL NOTES :

INSTALLATION NOTES :

AS PER ENGINEER OF RECORD

1031 mm1336 mm1666 mm2022 mm

CARTRIDGE SIZE (IN) 54/40/27/15

HYDRAULIC EFFECT @ QWq (B) (150/229/305/457)


DEVICE # :

JOB NO :

PROJECT :



C


[email protected]


DRN :

CKD :

R.P.

SCALE : DRG No :N.T.S.

TYPE A 900 x 900 SQUAREACCESS COVER AND FRAME

FINISHED

SURFACE LEVEL

TOP OF WEIR

I.L. = ...............

TOP OF BASE

R.L. = ...............

VARI

ES

BYPASS OUTLET

I.L. = ...............

VARI

ES

OUTLET INVERT

I.L. = ...............

INLET INVERT

I.L. = ...............

REFER SW360 DRAWINGJF1200-2-1-OFFLINE-2

FOR DETAIL

OUTLET INVERT

I.L. = ...............

NOTE :

BYPASS

STRUCTURE SHOWN

FOR ILLUSTRATION

PURPOSES

BYPASS WEIR

(BY OTHERS)

1830 TYP

1830

TYP

J

E

L

L

Y

F

I

S

H

I

N

L

E

T

P

I

P

E

D

I

A

=

.

.

.

.

.

.

.

.

.

.

.

.

.

.

.

%

=

.

.

.

.

.

.

.

.

.

.

.

.

.

A

-

A

-

Ø 1200 JELLYFISH

CARTRIDGE DECK

JELLYFISH :

L.L. = ...............................

I.L. IN = ...........................

I.L. OUT = .......................

MODEL = ........................

NOTE:

JELLYFISH AND PIPE SYSTEM

SHOWN OFF-LINE FOR

ILLUSTRATION PURPOSES ONLY

SEPARATOR SKIRT

SECTION A-A

TYPICAL LAYOUTXXX.XX INFORMATION TO BE

SUPPLIED BY ENGINEER OF RECORD

6. IT IS THE RESPONSIBILITY OF OTHERS TO PROPERLY PROTECT THE

TREATMENT DEVICE, AND KEEP THE DEVICE OFFLINE DURING

CONSTRUCTION. FILTER CARTRIDGES SHALL NOT BE INSTALLED UNTIL

THE PROJECT SITE IS CLEAN AND FREE OF DEBRIS, BY OTHERS. THE

PROJECT SITE INCLUDES ANY SURFACE THAT CONTRIBUTES STO RM

DRAINAGE TO THE TREATMENT DEVICE. CARTRIDGES SHALL BE

FURNISHED NEW, AT THE TIME OF FINAL ACCEPTANCE.

7. THIS DRAWING MUST BE VIEWED IN CONJUNCTION WITH THE STANDARD

JELLYFISH SPECIFICATION, AND STORMWATER QUALITY FILTER

TREATMENT JELLYFISH DOCUMENTS.

1. REFER DRAWING JF1200-2-1-OFFLINE-2 FOR STANDARD DETAILS OF THE

JELLYFISH STRUCTURE. CONTACT YOUR SW360 STORMWATER CONSULTANT

VIA www.stormwater360.co.nz, 0800 STORMWATER OR [email protected]

FOR FURTHER INFORMATION

2. ALL DIMENSIONS INDICATED ARE IN MILLIMETERS/INCHES UNLESS

OTHERWISE SPECIFIED.

3. JELLYFISH STRUCTURE INLET AND OUTLET PIPE SIZE AND ORIENTATION

SHOWN FOR INFORMATIONAL PURPOSES ONLY.

4. UNLESS OTHERWISE NOTED, BYPASS INFRASTRUCTURE, SUCH AS ALL

UPSTREAM DIVERSION STRUCTURES, CONNECTING STRUCTURES, OR PIPE

CONDUITS CONNECTING TO COMPLETE THE JELLYFISH FILTER DEVICE SHALL

BE PROVIDED AND ADDRESSSED SEPARATELY BY OTHERS.

5. DRAWING FOR INFORMATION PURPOSES ONLY. REFER TO ENGINEER OF

RECORD SITE/UTILITY PLAN FOR STRUCTURE ORIENTATION.

XXX

Treatment Flow

Rate (L/s)

XXX

By Pass Flow

Rate (L/s)

XXX

Drainage Area

(ha)

% Impervious

# of Hi-Flo

Cartridges

# of Draindown

Cartridges

Cartridge

Size (In)

XXX

XXX

1

(54/40/27/15)

GENERAL NOTES :

SITE SPECIFIC DATAREQUIREMENTS :

DRAWING

JELLYFISH FILTER

MODEL JF1200-2-1

STANDARD DETAIL

TYPICAL OFFLINE LAYOUT

3

A18.11.15

18.11.15T.B.

JF1200-2-1-OFFLINE-3

J

E

L

L

Y

F

I

S

H

O

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BYPASS PIPE

DIA = ...............

% = .............

OUTLET PIPE

DIA = ...............

% = .............

INLET PIPE

DIA = ...............

% = .............

BYPASS STRUCTURE :

L.L. = ...............................

I.L. IN = ...........................

I.L. OUT JF = ..................

I.L. OUT = .......................

I.L. WEIR = .....................

DIA = ..............................

RETURN/CONNECTING

MANHOLE :

L.L. = ...............................

I.L. IN = ...........................

I.L. IN JF = ......................

I.L. OUT = .......................

DIA = ...............................

TYPE C Ø 600 ROUNDACCESS COVER AND FRAME


APPENDIX 4

Extended Detention





SUMMARY OF RESULTS

INPUT

DESCRIPTION: Extended Detention Volume

WQV* 50% AEP 20% AEP 10% AEP 1% AEPARI (yr) 1/3 2yr 2yr 5yr 10yr 100yr

Design Rainfall (mm) 67.4 88.4 105.0 166.0Climate Change at 2.1°C 9.0% 11.3% 13.2% 16.8%

Design Rainfall + CC (mm) 24.5 73.5 98.4 118.9 193.9*WQV is calculated to determine EDV, regardless of treatment requirements

OUTPUT

Catchment Area (ha) Post-Development Site

Post-Development

Wellington StreetPervious 0.1 0.1 ha

Impervious 1.0 0.2 ha

Total 1.1 0.3 ha

WQV (m³) 207 52 WQV is calculated to determine EDV, regardless of treatment requirementsEDV factor 1.0 1.0 i.e. downstream channel is stable

Detention EDV (m³) 207 52Average Discharge Rate (l/s) 2.4 0.6

Total Discharge Rate (l/s) 3.0Height of Water (m) 0.545

Orifice Diameter (mm) 45

S:\Jobs\2050 - Progressive Pokeno\calculations\TP108\TP108 calc - Waikato - EDV.xlsx







SCENARIO: POST DEVELOPMENT - SITE



Soil Type Soil Classification Cover Description (cover type, treatment, hydrological cond.) Curve No. CN Area Ha CN * AreaMercer Sandstone C Countdown Carpark Landscape 74 0.020 1.465Mercer Sandstone C Countdown Carpark Landscape 74 0.093 6.860

0.0000.000






WQV* 50% AEP 20% AEP 10% AEP 1% AEPAv. recurrence interval ARI= 1/3 2yr 2yr 5yr 10yr 100yr24hr rainfall depth+CC (mm) (From HIRDS) P24= 24.5 73.5 98.4 118.9 193.9c* = (P24-2Ia)/(P24-2Ia+2S) c*= 0.08 0.27 0.33 0.38 0.51Specific Peak Flow Rate (from fig 5.1 in TP 108) q*= 0.029 0.085 0.103 0.114 0.139Peak Flow Rate (l/s) A*P24*q*/100 qp= 0.8 7.1 11.4 15.3 30.4Runoff Depth (mm) (P24-Ia)^2/(P24-Ia+S) Q24= 3.7 30.1 48.2 64.3 128.8Runoff Volume (m³) 1000*Q24*A/100 V24= 4 34 54 72 145



- - Countdown Carpark and Back Entry 98 0.716 70.188- - Countdown Building 98 0.302 29.606






TOTALS:WQV* 50% AEP 20% AEP 10% AEP 1% AEP









SCENARIO: POST DEVELOPMENT - WELLINGTON STREET




0.0000.000
















TOTALS:WQV* 50% AEP 20% AEP 10% AEP 1% AEP




DEVICE SIZING - EMERGENCY SPILLWAY BY TRIAL AND ERROR



Design Notes

DESCRIPTION:

Flow from pipe capacity spreadsheet 408.03 l/sFlow from pipe capacity spreadsheet 0.408 m³/s

Use Trapezoidal Spillway Shape:T1

27.36 m RL

Freeboard = T0m d1

Z = e/d1 h Crest Level27.25 m RL

e L e

Q = 0.57 * (2g)^(1/2) * ((2/3)LH^(3/2) + (8/15)Zh^(5/2))

Q = discharge through the spillwayL = horizontal bottom width of the spillwayh = depth of flow at design flowZ = horizontal/vertical side slope (recommended to be 3)

Qdesign = 0.409 m³/sL = 6.4 mh = 0.11 mZ = 1 in 3

Qactual = 0.408 m³/sFinal Design:

Qactual is less than Qdesign and therefore adequate. L = 6.4 md1 = 0.11 m

Total height of emergency spillway Bottom RL = 27.25 m RLd1 = 0.11 m Top RL = 27.36 m RLe = 0.33 m T1 = 7.06 mT1 = 7.06 m

- This spillway will convey flows beyond the EDV flow. It has been designed to convey the public pipe flow.



APPENDIX 5

Overland Flow


23.50

23.25

23.00

22.75

22.50

22.00

22.25

22.5

0

22.2

5

22.0

0

23.7

5

23.5

0 23.2523.00

22.7522.50

22.2522.00

21.7521.50

21.2521.00

23.75

24.00

21.50

21.75

22.00

22.25

20.0

0

19.0

0

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17.00

22.50

22.25

22.50

15.00

16.00


2DP 14599

1DP 30550

6DP 193238

10DP 13817

2DP 41007

3DP 41007

4DP 41007

5DP 41007

1DP 91964

ALLOT 365PSH OF

MANGATAWHIRI

1DP 92626

PSH OF MANGATAWHIRI



42m²

210m²

410m²

8m²

47m²

31m²

52m²

296m²

154m²

44m²

6m² 4m²

66m²21m²

52m²

68m²

350m²

525m²

3913m²

1837m²

2239m²

237m²

2733m²

4570m²

3311m²

OVERLAND FLOW TO BE PIPED

OVERLAND FLOW TO ENTER V DRAIN

OVERLAND FLOW TO ENTER V DRAIN

PROPOSED V DRAIN

A-

CATCHMENT BOUNDARY

LEGEND

PERVIOUS AREA




0.26

1.58

1.76

0.29

SCALE: (A1/A3)A-

V DRAIN CROSS SECTION1:10/1:20


CHECKED:

APPROVED: DATE:

DATE:



AJH 28.03.19

RJP 28.03.19


PROJECT TITLE:


POKENO

SHEET TITLE:

PROPOSED STORMWATEROVERLAND FLOW

CATCHMENT PLANSCALE BAR

SCALE: (A1/A3)

30m0 6 12 18 241:600@A3

1:300 / 1:600

Prin

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by: S

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29.0

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2050

-00-

SK01

OLF

P CA

TCH.

DWG


ISSUE STATUS:

2050-00-SK01-1 C1

CONSENT


DROP INLET CALCULATIONS

CLIENT: Woolworths NZ Ltd

PROJECT: 58 Great South Road, Pokeno

JOB NO: 2050

DESIGNER: SL

DATE: 19.02.2019

REVISION: 1

DESCRIPTION: POST DEVELOPMENT - EXG BUILDING AND COUNTDOWN CARPARK

Required flow rate Q m³/s 0.09 TP108 100yr storm peak flow rate (see WQV spreadsheet)

Drop Inlet Design

Diameter of inlet Ø m 1.05

Radius of inlet R m 0.525

Head above the weir lip hii m 0.062

Inflow rate Qii m³/s 0.09

Velocity v m/s 0.11

Check

Does the inlet have enough capacity? Yes

hii/R 0.12

Is the weir submerged? No, equation applies

Notes:

Drop inlet design based on Auckland Council TP10.

Only applies for

For the weir becomes partly submerged

For the inlet is fully submerged and the flow resistance is equal to the inlet resistance of a pipe

Typically where v is the velocity at flow Qii and k is typically 0.5 to 1.0.

For a circular inlet

𝑄𝑖𝑖 = 3.6𝜋𝑅ℎ𝑖𝑖32

ℎ𝑖𝑖𝑅

≤ 0.45

ℎ𝑖𝑖𝑅

> 0.45

ℎ𝑖𝑖 = 𝑘𝑣2

2𝑔

𝑣 =𝑄𝑖𝑖𝜋𝑅2

ℎ𝑖𝑖𝑅

> 1


FLOW CALCULATOR

MANNINGS EQUATION

CLIENT: Woolworths NZ Ltd DESIGNER: SLPROJECT: 58 Great South Road, Pokeno JOB NO: 2050OUTFALL: Helenslee Stream DATE: 19.02.2019

REV: 1

NOTE: This spreadsheet calculates flow capacities using Mannings equationGreen boxes are user inputsRefer to Drawing 1884-01-411 for OLFP locations

Scenario Full size 100yr EDV BasinDescription OLFP OLFP SpillwayTotal Area m² 7881 7881Impervious Area m² 6362 6362Pervious Area m² 1519 1519

Required Capacity m³/s 0.26 0.26 0.29

Flow Cross-sectionTop Width m 1.76 1.58 5.80Side Slope 1 in 3 3 3Depth m 0.29 0.26 0.10Cross-sectional Area of Flow, A m² 0.26 0.21 0.55

Flow CalculationMannings Roughness, n 0.06 0.06 0.07Slope, s m/m 0.09 0.09 0.03Wetted Perimeter, p m 1.86 1.66 5.83Hydraulic Radius R=A/p m 0.14 0.13 0.09

Flow capacity, Q m³/s 0.36 0.27 0.29Flow velocity at full flow m/s 1.40 1.30 0.52100 yr Required Flow % of capacity % 73% 98% 99%Can the flow be contained? Yes Yes Yes

Manning's n 0.06 for roadside channels and swales with maintained vegetation depth of flow up to 0.7 ft mowed to 2 inches.Manning's n 0.07 for roadside channels and swales with maintained vegetation depth of flow up to 0.7 ft mowed to 5 inches.

S:\Jobs\2050 - Progressive Pokeno\calculations\Mannings Flow - OLFP.xlsx Flows (all)





DESCRIPTION: Wellington Street and Countdown Carpark


SCENARIO: POST DEVELOPMENT



Soil Type Soil Classification Cover Description (cover type, treatment, hydrological cond.) Curve No. CN Area Ha CN * AreaMercer Sandstone C Great South Road Berm 74 0.005 0.348Mercer Sandstone C Wellington Street Berm 74 0.082 6.031Mercer Sandstone C Countdown Carpark Landscape 74 0.066 4.854

0.000Total Pervious= 0.152 11.233






WQV 50% AEP 20% AEP 10% AEP 1% AEPAv. recurrence interval ARI= 1/3 2 yr 2yr 5yr 10yr 100yr24hr rainfall depth+CC (mm) (From HIRDS) P24= 24.5 73.5 98.4 118.9 193.9c* = (P24-2Ia)/(P24-2Ia+2S) c*= 0.08 0.27 0.33 0.38 0.51Specific Peak Flow Rate (from fig 5.1 in TP 108) q*= 0.029 0.085 0.103 0.114 0.139Peak Flow Rate (l/s) A*P24*q*/100 qp= 1.07 9.52 15.41 20.66 41.04Runoff Depth (mm) (P24-Ia)^2/(P24-Ia+S) Q24= 3.7 30.1 48.2 64.3 128.8Runoff Volume (m³) 1000*Q24*A/100 V24= 6 46 73 98 195



- - Wellington Street 98 0.224 21.942- - Wellington Street Possible Future 98 0.021 2.058- - Countdown Carpark and Landscape Access 98 0.391 38.347





WQV 50% AEP 20% AEP 10% AEP 1% AEPAv. recurrence interval ARI= 1/3 2 yr 2yr 5yr 10yr 100yr24hr rainfall depth+CC (mm) (From HIRDS) P24= 24.5 73.5 98.4 118.9 193.9c* = (P24-2Ia)/(P24-2Ia+2S) c*= 0.70 0.88 0.90 0.92 0.95Specific Peak Flow Rate (from fig 5.1 in TP 108) q*= 0.168 0.179 0.180 0.180 0.181Peak Flow Rate (l/s) A*P24*q*/100 qp= 26.14 83.52 112.49 136.29 223.54Runoff Depth (mm) (P24-Ia)^2/(P24-Ia+S) Q24= 20.0 68.4 93.2 113.7 188.6Runoff Volume (m³) 1000*Q24*A/100 V24= 127 435 593 723 1200



S:\Jobs\2050 - Progressive Pokeno\calculations\Mannings Flow - OLFP.xlsx


APPENDIX 6

HEC-RAS Model Results


A1

(A1)

FINAL

NOT FOR CONSTRUCTION

10/09/2010

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102.d

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A1

(A1)

FINAL

NOT FOR CONSTRUCTION

10/09/2010

C:\U

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, 13/03/2014 7:38:47 a.m

.


FRANKLIN DISTRICT COUNCIL CMP VALUES


PROJECT: 58 Great South Road, Pokeno DATE: 20.03.2019

JOB NO: Rev: 1

AEP % 50 20 10 1 CC (28%)

Peak Flowrate as Flow Hydrograph

Node 17 m³/s 1.8 3.6 4.3 7.4 9.3m³/s 3.9 5.6 6.5 9.6 11.5m³/s 2.0 3.5 4.5 7.6 9.9

Node 18 m³/s 2.4 5.0 6.9 11.4 14.2m³/s 5.5 8.3 9.6 13.7 15.6m³/s 3.6 6.2 8.0 12.0 14.7

Peak Flood Level as Stage HydrographNode 17 Downstream m 15.9 16.1 16.2 16.5 16.6

m 16.2 16.4 16.4 16.6 16.6m 16.1 16.3 16.4 16.6 16.7

Node 18 Upstream m 14.5 15.0 15.2 15.5 15.7m 15.1 15.3 15.4 15.7 15.9m 15.1 15.4 15.5 15.8 16.0

Precipitation mm/day 908 1532 1986 2497 2724

Notes:Existing Land UseDeveloped Land Use and No MitigationDeveloped Land Use and Mitigation MeasuresValues used for HEC-RAS modellingData from Frankline District Council Pokeno Stormwater Catchment Management Plan, FDC Reference: D450/06, September 2010, drawing 121412, sheet SW101 and SW102.Precipitation is caculated from the difference in Peak Flowrates over catchment area of 15.2ha.

2050

S:\Jobs\2050 - Progressive Pokeno\calculations\HEC-RAS\HEC-RAS Flow Data.xlsx


Figure 1: Flood depth of pre development terrain with 100yr storm with climate change.

Figure 2: Flood depth of post development terrain with 100yr storm with climate change.


Figure 3: Flood velocity of pre development terrain with 100yr storm with climate change.

Figure 4: Flood velocity of post development terrain with 100yr storm with climate change.


Figure 5: Water surface elevation of pre development terrain with 100yr storm with climate change.

Figure 6: Water surface elevation of post development terrain with 100yr storm with climate change.


Figure 7: Flood depth of post development terrain with 10yr storm.

Figure 8: Flood velocity of post development terrain with 10yr storm.


Figure 9: Water surface elevation of post development terrain with 10yr storm.


Appendix 8 Stormwater Report - .NET Framework

Documents

Transcript of Appendix 8 Stormwater Report - .NET Framework