at Bansha, Co. Tipperary SERVICES REPORT...required for the pavement make-up. The rate of CBR...

Social Housing Development at

Bansha, Co. Tipperary

SERVICES REPORT

May 2020

Document Title : Service Report D1

Document Ref(s). : 109-70/17c

Date Edition/Rev Status Originator Checked Approved

04/03/2020 First Final P. O’Regan P. O’Regan

Social Housing Development at

Bansha, Co. Tipperary

Services Report

CLIENT: Tipperary County Council

CONSULTANT: PHM Consulting,

11 Mallow Street, Limerick.

No part of this document may be re-produced or transmitted in any form or stored in any retrieval system of any nature without the written permission of PHM Consulting as copyright holder except as agreed for

use on the project for which the document was originally issued.

Bansha, Co. Tipperary Services Report

109-70/17c/SR.doc i

Contents

1.0 INTRODUCTION ................................................................................................................................ 1

2.0 ROADS .............................................................................................................................................. 1

2.1 General ......................................................................................................................................... 1

2.2 Road Construction and Drainage ................................................................................................. 1

3.0 STORM WATER MANAGEMENT STRATEGY ..................................................................................... 2

3.1 Storm Water Drainage ................................................................................................................. 2

3.2 Drainage Strategy ......................................................................................................................... 2

3.3 Storm Network Detailed Design................................................................................................... 3

3.4 Water Quality ............................................................................................................................... 4

4.0 FOUL WATER MANAGEMENT STRATEGY ......................................................................................... 4

4.1 INTRODUCTION ............................................................................................................................ 4

4.2 Foul Water Design Strategy.......................................................................................................... 4

5.0 WATERMAINS ................................................................................................................................... 5

5.1 General ......................................................................................................................................... 5

5.2 Water Supply ................................................................................................................................ 5

Appendix A – Foul Network Design .............................................................................................................. A

Appendix B – Storm Network Design ........................................................................................................... B

Appendix C – Attenuation Calculations ........................................................................................................ C

Appendix D – Met Eireann Rainfall Return Data .......................................................................................... D

Appendix E – Hydrobrake Design and Specification ..................................................................................... E

Appendix F – StormTech Data ....................................................................................................................... F

Appendix G - Petrol Interceptor Details ....................................................................................................... G


109-70/17c/SR.doc 1

1.0 INTRODUCTION

PHM Consulting have been engaged by Tipperary County Council (applicant) to provide engineering

design solutions for a proposed residential development on lands under their control located at Radharc

Na hAbhainn, Bansha which is to be the site for a planning application comprising of 14 No. Social

Housing Units. This report outlines the basis of the Engineering design of services covering Roads, Foul

Drainage and disposal, Surface water collection and disposal, and Water supply connection to public

mains and internal network.

The site is located at N133051 E195448 ING. Existing ground levels range from 65.3m to 70.0m above

ordnance datum (AOD) Malin within the application boundary. The site is located off the N24 within

the 50kph speed zone and is to extend an existing estate road. No new junction is proposed as part of

this development. The overall site measures 0.71 Hectares.

The site is a green field with currently agricultural grazing use.

The site is bounded on the North and East by existing residential developments, to the South by the

Local GAA Playing Grounds and to the West by open agricultural lands which surround the historic

Bansha Castle.

This report outlines the provision of roads and water services for a proposed housing development as

described above.

2.0 ROADS

2.1 General

The proposed road layout for the development is shown on Drawing No.’s 109-70-111.

Access to the proposed development will be via extension of the existing estate road within the

Radharc Na hAbhainn estate.

The width of the existing road will be maintained at 6.0m. The proposed roads will have widths

generally of 6.0m wide with organis curves to minimise on-street parking and to discourage excessive

speeds. The proposed roads to the new dwellings will have a 2m wide footpath on at least one side.

Dished kerbs are to be provided at all entrances to properties and at pedestrian crossing points.

2.2 Road Construction and Drainage

Construction details for the Roads of the proposed development are shown on enclosed drawings. The

pavement construction details shown have been designed in accordance with the guidelines set out in

the DoEHLG’s ‘Recommendations for Site Development Works for Housing Areas’. Actual pavement

construction depths will be dependent on CBR tests carried out during the construction stage of this

development. Where soils with a CBR of less than 2% underlie the carriageway, custom designs will be

required for the pavement make-up. The rate of CBR testing is given in Table 1 below:


109-70/17c/SR.doc 2

CBR TESTING RATE

Minimum 1 per road

or

1 per 100m length of road

Table 1

Roads are to be constructed with cambers or crossfalls of 1/40. Road gullies are to be spaced at less

than 30m centres with double gullies with separate connections provided at all sag curves and low

points. Vertical gradients will be a minimum of 0.5% (1/200) and a maximum of 5.0% (1/20). Private

driveways shall be limited to a maximum gradient of 5% (1/20).

Visitor parking is provided adjacent open spaces.

3.0 STORM WATER MANAGEMENT STRATEGY

3.1 Storm Water Drainage

This chapter of the Services Report outlines the way in which the storm water runoff from the proposed

development is to be managed and discharged.

The storm water sewer layout for the proposed development is shown on Drawing No. 109-70-121.

Longitudinal sections are shown on Drawing No.’s 109-70-131.

3.2 Drainage Strategy

It is proposed that all generated storm waters from the development (paved areas and roof surfaces)

will be collected and discharges in line with recommended sustainable urban drainage systems (SuDS).

All surface water from impermeable areas will be collected via a separate storm water gravity network

and discharged to the existing storm sewer located within the existing estate road, located at the

entrance to the site.

Prior to discharge, all surface water will be treated for contaminate removal – refer to the section 3.3

below for further details.

SuDS involve a change in our way of managing run-off from solely looking at volume control to an

integrated multi-disciplinary approach which addresses water quality, water quantity, amenity and

habitat. SuDS minimise the impacts of runoff by capturing runoff as close to source as possible and

then releasing it slowly. The use of SuDS to control runoff also provides the additional benefit of

reducing pollutants in the surface water by settling out suspended solids, and in some cases providing

biological treatment.

The successful achievement of sustainable drainage does not solely rely on the use of engineered

techniques to control and treat runoff. ‘Good housekeeping’ measures, such as safe storage and

handling of oils and chemicals, street sweeping and control of sediment run-off from construction sites

are an essential component of SuDS. Public awareness is also an important factor in ensuring the

successful implementation of sustainable drainage practices.


109-70/17c/SR.doc 3

The drainage strategy employed for dealing with storm water follows the principles of Sustainable

Urban Drainage Systems (SUDS) as set out in CIRIA document C521 ‘Design Manual for Scotland and

Northern Ireland’. Specifically, the Best Management Practices (BMP’s) for the control of surface

waters, as prepared by Dublin Corporation and as set out in their document ‘Storm Water Management

Policy for Developers 1999’, have been used in the design of the surface water system.

A key part of the design strategy is limiting the amount of post-development run-off below the Mean

Annual Peak Flow (Rural) (QBARR) associated with the lands in their pre-development state.

An allowance has been incorporated into the calculation for predicted Climate Change. On record

rainfall intensities an additional 20% has been allowed in the attenuation volume calculation.

Refer to Appendix B for Storm Network design spreadsheets.

3.3 Storm Network Detailed Design

The storm water sewers are designed in accordance with the DoELG’s ‘Recommendations for Site

Development Works for Housing Areas’ 1998. The sewer network has been designed to cater for a 5

year rainfall event based on rainfall data provided by Met Eireann. Refer to appendix D.

The minimum storm sewer size specified is 225mm diameter. Road gullies are to be provided at

maximum 30m centres and are to be trapped. Gully connections are to be 150mm diameter.

Attenuation of surface waters is achieved through storage within a proprietary storage system. The

required volume is dependent on the allowable discharge. The predevelopment storm water run-off

discharge from the site (QBARR) is calculated using the estimation method contained in the Institute of

Hydrology Report No. 124, based on a minimum site area of 50 Ha.:

QBARR = 0.00108 x (AREA)0.89 x (SAAR)1.17 x (SOIL)2.17

= 0.00108 x (0.5)0.89 x (1108)1.17 x (0.3)2.17

= 0.155 m3/s (155 l/s)

Therefore, for the site area of 0.71 Ha the pre-development run-off is calculated at 2.2 litres/second or

2.8 l/s based on 4 l/s/ha as per GDSDS Guidance.

Limiting the post development flow to that of the pre-development run-off is to be achieved by means

of a throttle in the form of a “Hydrobrake” flow control device on the outfall pipe. Details of the

Hydrobrake product are included in Appendix E at the rear of this report.

The impact of limiting the run-off is to create a requirement for the storage of the excess flow during

storm events. This storage volume is a function of the return period of the rainfall event and the

duration of the event. An analysis has been carried out of various storm durations within the 30 Year

and 100 Year Return Periods. A summary of the analysis results are shown in Appendix C at the rear of

this report.

It is proposed that the storage of the attenuated run-off will be provided in a proprietary StormTech

system (or equivalent) with an open granular surround as shown on drawing 109-70-121 and further

details on drawing 131. The storage provided amounts to 151m3 which will be adequate to

accommodate a 1 in 100 year storm event with a 12 hour duration – that being the critical storm

duration as analysed.

When the run-off from the development exceeds the allowable peak, the flow backs up in the sewers

and is retained within the storage system.

The system has been designed for this application for the following reasons:

System is shallow in depth.


109-70/17c/SR.doc 4

System is robust under heavy load conditions.

System is accessible for inspection, maintenance and cleaning.

3.4 Water Quality

The removal of suspended solids is integral to the success of any drainage system; therefore it is

proposed that all road gullies and drainage channels are trapped to retain grit and debris prior to

entering the collection system.

It is proposed to provide for further suspended solid removal through the provision of a Grit and Petrol

Interceptor prior to discharge of water to the public storm sewer. The provision of a Class I Bypass

Petrol Interceptor located as per drawing 109-70-121 will treat surface water for the removal of

hydrocarbon pollutants. Refer to Appendix F for Details. The interceptor has been selected based on

the contributing drainage area.

This petrol interceptor will require monitoring to ensure that such materials that are separated and

stored are removed for disposal.

4.0 FOUL WATER MANAGEMENT STRATEGY

4.1 INTRODUCTION

This chapter outlines the proposed provision of the foul water service for the proposed residential

development.

4.2 Foul Water Design Strategy

The proposed foul sewer system has been design in accordance with Irish Water Code of Practice for

Wastewater Infrastructure. Foul sewers are sized for a peak flow of 6 DWF assuming a discharge of 180

litres per head per day and 2.7 persons per residential unit, equating to 0.0056 l/s (1 DWF), 0.034 l/s (6

DWF). All foul water from the development is to be discharged into the existing Foul sewer located

within the public road fronting the site.

A minimum size of 225mmφ pipe is used for all foul sewers with minimum gradients to achieve self

cleansing. These gradients will ensure a velocity greater than the minimum velocity of 0.7 metres per

second. A minimum size of 100mmφ is used for the private fouls drains. Each dwelling is to be provided

with individual private foul connections to the main system. A foul water inspection chamber shall be

provided on the last length prior to exiting the each property as per IW requirements. All main system

sewers are located within roads or open spaces.

The proposed foul sewer layout is shown on Drawing 109-70-121. Calculations for the foul sewer

network are included in Appendix A at the end of this report.


109-70/17c/SR.doc 5

5.0 WATERMAINS

5.1 General

This chapter outlines the way in which potable water will be supplied to the proposed residential

development.

5.2 Water Supply

The proposed water main layout is shown on Drawing No. 109-70-141. As seen from the survey

drawing, there is an existing water main within the existing Estate Road under the footpath.

It is proposed to connect the proposed development to this existing watermain.

Each dwelling unit shall be provided with individual meter chambers and service connections.

Hydrants have been positioned so that no dwelling is greater than 46m from a hydrant, in accordance

with Irish Water Code of Practice for Water Infrastructure. A Sluice valve is to be positioned at the

proposed connection point so that the development can be isolated at any time.

Typical details for the Hydrants and Valves are shown on enclosed Drawings.

HDPE pipes shall be of a type PE-100 and have an SDR-17 rating. They shall conform to IS EN 12201:

Part 1 and Part 2 (Plastic Systems for Water Supply, Drainage and Sewerage Under Pressure – Part 1,

General, and Part 2, Pipes) and I.S. EN 12201-3 (Plastic Systems for Water Supply, Drainage and

Sewerage Under Pressure – Part 3: Fittings).

The minimum depth of cover from the finished ground level to the external crown of a Water Main shall

be 900mm.

Hydrants shall be double flanged drilled to PN 16. They shall comply with the requirements of IS EN

14339, IS EN 1074: Part 6 and BS 750. Fire hydrants shall be Type 2 and shall have an 80mm diameter

flange, PN16 rated. The hydrant shall incorporate a screw-down gate valve, underground, “guide to

head” type, with screw connection outlet and false spindle cap and iron chain. The surface of the

hydrant shall be blue and it shall be protected from corrosion by a coating in accordance with WIS 4-52-

01 or IS EN 14901. For coatings in accordance with WIS 4-52-01, the internal water-wetted surface shall

be coated to Class A standard while all other surfaces shall be coated to Class B standard. The depth of

the hydrant cap shall be located at most 350mm from the finished ground level. All hydrants shall be

ANTI-CLOCKWISE OPENING. Hydrants can be provided either on line or off line depending on the site

requirements. The hydrant shall have a minimum flow coefficient (Kv) value of 92m3 per hour.

All pipework shall have a marker tape installed 300mm above the crown of the pipework or above the

granular surround material and directly above the centreline of the Main. The marker tape shall be tied

to valves at a depth of 350mm. The tape shall be 400mm wide blue polyethylene material, in

accordance with BS EN 12613 – Plastic Warning Devices for Underground Cables and Pipelines with

Visual Characteristics. Plastic pipes shall have a warning mesh incorporating a polypropylene reinforced

band of stainless steel tracer wire.


109-70/17a/SR.doc A

Appendix A – Foul Network Design

Foul Sewer


109-70/17a/SR.doc B

Appendix B – Storm Network Design

Storm Sewer

``

Contributing Areas


109-70/17a/SR.doc C

Appendix C – Attenuation Calculations

109-71 SW Retention 30 Year

Proposed Development at Bansha

SURFACE WATER STORAGE CALCULATIONS

COPAS Formula C = ( Q * ts) - [P(ts + tc) + P(P * tc / Q)]

C = Storage requirment (m3)

Q = Discharge (m3/min) or (l/s)

ts = Storm Duration (min)

P = Permitted outfall rate (m3/min) or (l/s)

tc = Time of concentration (min)

R = Rainfall Intensity (mm/hr)

A(Imp) = Impermeable area of site (ha)

A = Site Area (ha)

tc = 5 min

P = 0.19 m³/min 4.00 l/s/ha

A(Imp) = 0.27 ha

A = 0.79 ha

Hydro Q 3.2 l/s

Bansha - 30yr Page 1



30 year storm ts = 30 min

ts 30 min

R 41.8 mm/hr

Q 30.91 l/s

1.85 m3/min

QBAR Rural (Large) C 50.2 m³

QBAR Rural (Small) C 50.4 m³

QBAR (GDSDS) C 48.9 m³


ts 60 min

R 28.2 mm/hr

Q 20.87 l/s

1.25 m3/min





ts 120 min

R 19.0 mm/hr

Q 14.03 l/s

0.84 m3/min




30 year storm ts =240 min

ts 240 min

R 12.8 mm/hr

Q 9.46 l/s

0.57 m3/min







30 year storm ts =12hr

ts 720 min

R 6.8 mm/hr

Q 5.06 l/s

0.30 m3/min





ts 1440 min

R 4.6 mm/hr

Q 3.40 l/s

0.20 m3/min





ts 2880 min

R 2.6 mm/hr

Q 1.94 l/s

0.12 m3/min

QBAR Rural (Large) C -111.6 m³

QBAR Rural (Small) C -93.3 m³

QBAR (GDSDS) C -214.4 m³



QBAR = Mean Annual Peak Flow (m3/s)

SAAR = Standard Annual Average Rainfall (mm)

SOIL = Soil Index

AREA = Total Area of Site (km2)

QBAR = 0.00108*(AREA)0.89

*(SAAR)1.17

*(SOIL)2.17

AREA = 0.5 km2

Ha = 50

SAAR = 1108 mm

SOIL = 0.3

QBAR Rural (Large) 0.163 m3/s = 162.6 l/s 3.25 l/s/ha

9.757 m3/min 3.25 l/s/ha 0.195 m

3/min/ha

0.15 m3/min Site

QBAR Rural (Small) 0.156 m3/s = 155.9 l/s 3.12 l/s/ha

9.357 m3/min 3.12 l/s/ha 0.187 m

3/min/ha

0.15 m3/min Site

QBAR (GDSDS) 0.2 m3/s = 200.0 l/s 4 l/s/ha

12.000 m3/min 4.00 l/s/ha 0.240 m

3/min/ha

0.190 m3/min Site

Storm T Storm T QBAR m3

QBAR m3

QBAR m3

Hr Min (Large) (Small) (GDSDS)

0.5 30 50.2 50.4 48.9

1 60 65.0 65.4 62.7

2 120 81.6 82.4 77.1

4 240 98.2 99.8 89.4

12 720 106.2 110.8 80.2

24 1440 70.7 79.9 19.1

48 2880 -111.6 -93.3 -214.4



0

20

40

60

80

100

120

140

160

180

200

30 60 120 240 720 1440 2880

QBAR m3 (Large)

QBAR m3 (Small)

QBAR m3 (GDSDS)


109-71 SW Retention 100 Yr


SURFACE WATER STORAGE CALCULATIONS

COPAS Formula C = ( Q * ts) - [P(ts + tc) + P(P * tc / Q)]

C = Storage requirment (m3)

Q = Discharge (m3/min) or (l/s)

ts = Storm Duration (min)

P = Permitted outfall rate (m3/min) or (l/s)

tc = Time of concentration (min)

R = Rainfall Intensity (mm/hr)

A(Imp) = Impermeable area of site (ha)

A = Site Area (ha)

tc = 5 min

P = 0.19 m³/min 4.00 l/s/ha

A(Imp) = 0.27 ha

A = 0.79 ha





ts 30 min

R 52.6 mm/hr

Q 38.90 l/s

2.33 m3/min





ts 60 min

R 35.4 mm/hr

Q 26.20 l/s

1.57 m3/min





ts 120 min

R 23.8 mm/hr

Q 17.63 l/s

1.06 m3/min




100 year storm ts =240 min

ts 240 min

R 16.1 mm/hr

Q 11.88 l/s

0.71 m3/min








ts 720 min

R 8.6 mm/hr

Q 6.34 l/s

0.38 m3/min





ts 1440 min

R 5.8 mm/hr

Q 4.27 l/s

0.26 m3/min





ts 2160 min

R 3.2 mm/hr

Q 2.37 l/s

0.14 m3/min

QBAR Rural (Large) C -27.4 m³

QBAR Rural (Small) C -13.6 m³

QBAR (GDSDS) C -104.6 m³



QBAR = Mean Annual Peak Flow (m3/s)

SAAR = Standard Annual Average Rainfall (mm)

SOIL = Soil Index

AREA = Total Area of Site (km2)

QBAR = 0.00108*(AREA)0.89

*(SAAR)1.17

*(SOIL)2.17

AREA = 0.5 km2

Ha = 50

SAAR = 1108 mm

SOIL = 0.3

QBAR Rural (Large) 0.163 m3/s = 162.6 l/s 3.25 l/s/ha

9.757 m3/min 3.25 l/s/ha 0.195 m

3/min/ha

0.15 m3/min Site

QBAR Rural (Small) 0.156 m3/s = 155.9 l/s 3.12 l/s/ha

9.357 m3/min 3.12 l/s/ha 0.187 m

3/min/ha

0.15 m3/min Site

QBAR (GDSDS) 0.200 m3/s = 200.0 l/s 4 l/s/ha

12.000 m3/min 4.00 l/s/ha 0.240 m

3/min/ha

0.19 m3/min Site

Storm T Storm T QBAR m3

QBAR m3

QBAR m3

Hr Min (Large) (Small) (GDSDS)

30 30 64.6 64.8 63.3

1 60 84.2 84.6 81.9

2 120 107.5 108.3 103.1

4 240 133.1 134.7 124.3

12 720 161.9 166.5 136.0

24 1440 145.9 155.1 94.5

48 2880 -27.4 -13.6 -104.6



0

20

40

60

80

100

120

140

160

180

200

220

240

30 60 120 240 720 1440 2880

QBAR m3 (Large)

QBAR m3 (Small)

QBAR m3 (GDSDS)



109-70/17a/SR.doc D

Appendix D – Met Eireann Rainfall Return Data

Met Eireann Return Period Rainfall Depths for sliding Durations Irish Grid: Easting: 195448, Northing: 133051,

Interval | YearsDURATION 6months, 1year, | 2, 3, 4, 5, 10, 20, 30, 50, 75, 100, 150, 200, 250, 500, 5 mins 3.0, 3.8, | 4.2, 4.8, 5.2, 5.5, 6.3, 7.3, 7.9, 8.7, 9.4, 9.9, 10.7, 11.3, 11.7, N/A , 10 mins 4.2, 5.3, | 5.9, 6.7, 7.2, 7.6, 8.8, 10.2, 11.0, 12.1, 13.1, 13.8, 14.9, 15.7, 16.4, N/A , 15 mins 4.9, 6.3, | 6.9, 7.9, 8.5, 9.0, 10.4, 11.9, 12.9, 14.2, 15.4, 16.2, 17.5, 18.5, 19.3, N/A , 30 mins 6.6, 8.4, | 9.3, 10.6, 11.4, 12.1, 14.0, 16.1, 17.4, 19.2, 20.7, 21.9, 23.6, 24.9, 25.9, N/A , 1 hours 8.9, 11.4, | 12.6, 14.3, 15.4, 16.2, 18.9, 21.7, 23.5, 25.9, 27.9, 29.5, 31.8, 33.5, 35.0, N/A , 2 hours 12.0, 15.3, | 16.9, 19.2, 20.7, 21.9, 25.4, 29.2, 31.6, 34.8, 37.6, 39.7, 42.8, 45.2, 47.1, N/A , 3 hours 14.3, 18.2, | 20.1, 22.9, 24.7, 26.1, 30.3, 34.8, 37.6, 41.5, 44.8, 47.2, 51.0, 53.8, 56.1, N/A , 4 hours 16.2, 20.6, | 22.8, 25.9, 28.0, 29.5, 34.3, 39.4, 42.6, 46.9, 50.7, 53.5, 57.7, 60.9, 63.4, N/A , 6 hours 19.3, 24.5, | 27.1, 30.9, 33.3, 35.1, 40.8, 46.9, 50.7, 55.9, 60.3, 63.6, 68.7, 72.4, 75.5, N/A , 9 hours 23.0, 29.2, | 32.3, 36.7, 39.6, 41.8, 48.6, 55.8, 60.3, 66.5, 71.8, 75.8, 81.7, 86.2, 89.9, N/A ,12 hours 26.0, 33.1, | 36.6, 41.6, 44.8, 47.3, 55.0, 63.1, 68.3, 75.3, 81.2, 85.7, 92.5, 97.6, 101.7, N/A ,18 hours 31.0, 39.3, | 43.5, 49.5, 53.4, 56.3, 65.4, 75.2, 81.3, 89.6, 96.7, 102.1, 110.1, 116.2, 121.1, N/A ,24 hours 35.1, 44.5, | 49.3, 56.0, 60.4, 63.7, 74.0, 85.1, 92.0, 101.4, 109.5, 115.5, 124.6, 131.5, 137.1, 155.9, 2 days 44.2, 54.7, | 59.9, 67.1, 71.8, 75.3, 86.1, 97.5, 104.6, 114.1, 122.1, 128.2, 137.1, 143.9, 149.3, 167.5, 3 days 52.1, 63.5, | 69.1, 76.9, 81.9, 85.6, 97.0, 108.8, 116.1, 125.9, 134.1, 140.3, 149.4, 156.2, 161.7, 180.0, 4 days 59.4, 71.6, | 77.6, 85.8, 91.0, 94.9, 106.9, 119.2, 126.8, 136.8, 145.3, 151.6, 160.9, 167.9, 173.5, 192.0, 6 days 72.7, 86.4, | 93.0, 102.0, 107.8, 112.0, 124.9, 138.1, 146.2, 156.8, 165.8, 172.4, 182.1, 189.3, 195.1, 214.2, 8 days 85.1, 100.1, | 107.2, 117.0, 123.1, 127.6, 141.4, 155.4, 163.9, 175.1, 184.4, 191.3, 201.5, 208.9, 214.9, 234.6, 10 days 96.8, 113.0, | 120.6, 131.0, 137.5, 142.3, 156.9, 171.5, 180.5, 192.2, 201.9, 209.0, 219.5, 227.3, 233.5, 253.7, 12 days 108.1, 125.3, | 133.4, 144.4, 151.3, 156.4, 171.6, 186.9, 196.2, 208.4, 218.4, 225.8, 236.7, 244.7, 251.0, 271.8, 16 days 130.0, 149.0, | 157.9, 170.0, 177.5, 183.0, 199.5, 216.0, 226.0, 238.9, 249.6, 257.5, 268.9, 277.3, 284.0, 305.8, 20 days 151.0, 171.8, | 181.4, 194.4, 202.5, 208.4, 226.0, 243.5, 254.0, 267.7, 279.0, 287.2, 299.2, 308.0, 315.0, 337.6, 25 days 176.7, 199.3, | 209.8, 223.8, 232.5, 238.8, 257.7, 276.3, 287.5, 302.0, 313.9, 322.5, 335.1, 344.3, 351.6, 375.3,NOTES:N/A Data not availableThese values are derived from a Depth Duration Frequency (DDF) ModelFor details refer to:’Fitzgerald D. L. (2007), Estimates of Point Rainfall Frequencies, Technical Note No. 61, Met Eireann, Dublin’, Available for download at www.met.ie/climate/dataproducts/Estimation-of-Point-Rainfall-Frequencies_TN61.pdf

Met Eireann Record

Depth

Return period 2 3 4 5 10 20 30 50 75 100

Duration

5 5.5 7.9 9.9

10 7.6 11 13.8

15 9 12.9 16.2

30 12.1 17.4 21.9

60 16.2 23.5 29.5

120 21.9 31.6 39.7

180 26.1 37.6 47.2

240 29.5 42.6 53.5

360 35.1 50.7 63.6

540 41.8 60.3 75.8

720 47.3 68.3 85.7

1080 56.3 81.3 102.1

1440 63.7 92 115.5

2880 75.3 104.6 128.2

4320 85.6 116.1 140.3

5760 94.9 126.8 151.6

8640 112 146.2 172.4

11520 127.6 163.9 191.3

14400 142.3 180.5 209

17280 156.4 196.2 225.8

23040 183 226 257.5

28800 208.4 254 287.2

360000 238.8 287.5 322.5360000 238.8 287.5 322.5

SAAR = 900 mm

y = 302.39x-0.569

R² = 1

1.00

10.00

100.00

1000.00

1 10 100 1000 10000

De

pth

(mm

)

Duration (min)

Rainfall Intensity 1 in 100yr

Rainfall Intensity 1

in 100yr

Power (Rainfall

Intensity 1 in 100yr)

Met Eireann Record

Depth

Return period 2 3 4 5 10 20 30 50 75 100

Duration

5 12.00 0.00 0.00 0.00 66.00 0.00 0.00 94.80 0.00 0.00 118.80

10 6.00 0.00 0.00 0.00 45.60 0.00 0.00 66.00 0.00 0.00 82.80

15 4.00 0.00 0.00 0.00 36.00 0.00 0.00 51.60 0.00 0.00 64.80

30 2.00 0.00 0.00 0.00 24.20 0.00 0.00 34.80 0.00 0.00 43.80

60 1.00 0.00 0.00 0.00 16.20 0.00 0.00 23.50 0.00 0.00 29.50

120 0.50 0.00 0.00 0.00 10.95 0.00 0.00 15.80 0.00 0.00 19.85

y = 167.59x-0.57

R² = 1

1.00

10.00

100.00

1000.00

1 10 100 1000 10000D

ep

th(m

m)

Duration (min)


in 5 yr


in 30 yr


in 100yr

Power (Rainfall

Intensity 1 in 5 yr)

120 0.50 0.00 0.00 0.00 10.95 0.00 0.00 15.80 0.00 0.00 19.85

180 0.33 0.00 0.00 0.00 8.69 0.00 0.00 12.52 0.00 0.00 15.72

240 0.25 0.00 0.00 0.00 7.38 0.00 0.00 10.65 0.00 0.00 13.38

360 0.17 0.00 0.00 0.00 5.83 0.00 0.00 8.42 0.00 0.00 10.56

540 0.11 0.00 0.00 0.00 4.64 0.00 0.00 6.70 0.00 0.00 8.42

720 0.08 0.00 0.00 0.00 3.94 0.00 0.00 5.69 0.00 0.00 7.14

1080 0.06 0.00 0.00 0.00 3.13 0.00 0.00 4.52 0.00 0.00 5.67

1440 0.04 0.00 0.00 0.00 2.65 0.00 0.00 3.83 0.00 0.00 4.81

2880 0.02 0.00 0.00 0.00 1.57 0.00 0.00 2.18 0.00 0.00 2.67

y = 167.59x-0.57

R² = 1

1.00

10.00

100.00

1 10 100 1000 10000

De

pth

(mm

)

Duration (min)

Rainfall Intensity 1 in 5yr


109-70/17a/SR.doc E

Appendix E – Hydrobrake Design and Specification

Technical SpecificationControl Point Head (m) Flow (l/s)

Primary Design 1.450 2.800

Flush-Flo 0.323 2.400

Kick-Flo® 0.653 1.943

Mean Flow 2.252

0 1 2 30.0

0.5

1.0

1.5

Flow (l/s)

Head

(m)

Head (m) Flow (l/s)0.000 0.0000.050 0.9200.100 1.9510.150 2.1820.200 2.3090.250 2.3730.300 2.3970.350 2.3970.400 2.3810.450 2.3510.500 2.3050.550 2.2340.600 2.1250.650 1.9610.700 2.0050.750 2.0680.800 2.1290.850 2.1890.900 2.2460.950 2.3021.000 2.3561.050 2.4091.100 2.4611.150 2.5111.200 2.5611.250 2.6091.300 2.6561.350 2.7031.400 2.7481.450 2.793

DESIGNADVICE

The head/flow characteristics of this SHE-0073-2800-1450-2800 Hydro-Brake Optimum®Flow Control are unique. Dynamic hydraulic modelling evaluates the full head/flowcharacteristic curve.

! The use of any other flow control will invalidate any design based on this dataand could constitute a flood risk.

DATE 04/03/2020 15:20 SHE-0073-2800-1450-2800Site BanshaDESIGNER Philip O'Regan Hydro-Brake Optimum®Ref 109-70© 2018 Hydro International, Shearwater House, Clevedon Hall Estate, Victoria Road, Clevedon, BS21 7RD. Tel 01275 878371 Fax 01275 874979 Web www.hydro-int.com Email [email protected]

hydro-int.com/patents

https://www.hydro-int.com/en-gb/patents

SECTION A-A

SECTION B-B

A A

B

B

DATE

SITE

DESIGNER

REF

The head/flow characteristics of this

Hydro-Brake Optimum Flow Control are unique. Dynamic hydraulic modelling

evaluates the full head/flow characteristic curve.

The use of any other flow control will invalidate any design based on this data

and could constitute a flood risk.

Hydro International Ltd, Shearwater House, Clevedon Hall Estate, Victoria Road, Clevedon, BS21 7RD. Tel; 01275 878371 Fax; 01275 874979 Web; www.hydro-int.com Email; [email protected]

Hydro-Brake Optimum

DESIGN

ADVICE

Hydro-Brake Optimum Flow Control including:

• grade stainless steel

• Integral stainless steel pivoting by-pass

door allowing clear line of sight through to

outlet, c/w stainless steel operating rope

• Beed blasted finish to maximise corrosion

resistance

• Stainless steel fixings

• Rubber gasket to seal outlet

Control Point Head Flow

Technical Specification

Primary Design

Flush-Flo

Kick-Flo

Mean Flow

TM

THIS DESIGN LAYOUT IS FOR ILLUSTRATIVE PURPOSES ONLY. NOT TO SCALE.

®

LIMIT OF HYDRO INTERNATIONAL SUPPLY

THE DEVICE WILL BE HANDED TO SUIT SITE CONDITIONS

FOR SITE SPECIFIC DETAILS AND MINIMUM CHAMBER SIZE REFER TO HYDRO INTERNATIONAL

ALL CIVIL AND INSTALLATION WORK BY OTHERS

* WHERE SUPPLIED

HYDRO-BRAKE FLOW CONTROL & HYDRO-BRAKE OPTIMUM FLOW CONTROL ARE REGISTERED TRADEMARKS FOR FLOW

CONTROLS DESIGNED AND MANUFACTURED EXCLUSIVELY BY HYDRO INTERNATIONAL

IMPORTANT:

®

®

®

®®

®

60°

I.D. OUTLET

(MINIMUM)

POSITION & DIRECTION

OF INLET PIPE(S) WILL

BE SPECIFIED ON THE

CONTRACT DRAWINGS

100mm MIN

FOR FIXINGS

FIXING LUGS WITH

MASONRY STUD ANCHOR

FIXING BOLTS*

BENCHING

HYDRO-BRAKE OPTIMUM

FLOW CONTROL FITTED WITH

PIVOTING BYPASS DOOR*

SUMP

INTAKE

SPIGOT

ACCESS TO BE POSITIONED

ABOVE BYPASS DOOR

PIVOTING

BYPASS DOOR*

PIVOTING BYPASS

DOOR OPERATING

STEEL ROPE*

PULL HANDLE &

EYE BRACKET FOR

OPERATING ROPE*

RUBBER GASKET

hydro-int.com/patents

(m) (l/s)

1.450 2.8003 mm 304L

0.323 2.400

0.653 1.943

2.252

10079

5

320

80 445

160 650

SHE-0073-2800-1450-2800

SHE-0073-2800-1450-28003/4/2020 3:20 PMBanshaPhilip O'Regan

© 2020

109-70

[email protected]

https://www.hydro-int.com/en-gb/patents


109-70/17a/SR.doc F

Appendix F – StormTech Data

�� !"#�$%&'(��)*+�, �-./0�1"#,�#�$* #�*,�2#�"3#"�� 4��567��89�*:�3#�;&'� <=��=>�-�� =�?@ AB �� CDE�-��7��9�*:�3#�F*3&#B* ��=�?9�*:�3#�G&#� ��)�&�"��'� #�HI!� E��J�K"B��+�2#*�&A��L*,"'� �M��7N��2#* ��9*�*�B#I O�P2#* ��Q*" +&#B* �G�!#% ��2#* ��R(*S��$%&'(�� RS��&A��$*S��1S��$%&'(�� G��BA �$* �#�&B # T��G��BA �$* �#�&B #�GB'� �B* �M�� J��",#�2I�#�'�L*,"'��& +�U�+�2BV�� #&,,�+�2#*�&A��L*,"'� �M��7N��2#*�&A��L*,"'��9��$%&'(�� 7N��;"'(��1W�$%&'(��J�K"B��+ XY��=��;"'(��1W�@ +�$&!��J�K"B��+ �Y��=��J*Z�[$%&'(�� M��\58��]�Y��=�N��58F�W#*S��J*Z�[$%&'(�� 0��\58��]�/��=�N��58)&B'"'�F� A#% �_�MM��)&B'"'�B+#% �O�X/��R!!�*a�U�+�2BV��J�K"B��+ �M/��b7=��2I�#�'�$*'!* � #�R'*" #�1W�2#* ��J�K"B��+ ��7N��L*,"'��1W�@3&S&#B* �c;*#�� 3,"+B AQB,,d �_Y��7N��;* eZ*S� �QB,#��Q&(�B3�J�K"B��+ MYY��b7=��F� A#%�1W��*,&#*��J*Z �/�Y0��;* e*S� ��*,&#*��J*Z�Q&(�B3 0��b7=��`*S� ��*,&#*��J*Z�Q&(�B3 M��b7=��f��X


109-70/17a/SR.doc G

Appendix G - Petrol Interceptor Details

�� !"#$ %� &�'�()*+&$#,-�� !"#$ %� &�.(� /0-�� (*+ 1�+ 1�2+*�,-�3�4.-�3/$&&",�� !"#$ %� &+*�4#$&�/&"$ �.(� /0�" �3/$&*+ 1�+ 1�5�6+#&%� &�$7�� !"#$ %� &�8�9�#"&+(��" �:$#&��# �;#�*+ 1-��+!��6)<*",��1�()"1+ /��$ �=>?@ABCDEAFC?DGH=IJ=AKLDEMHBMDJNC?=DAD#+ (��$7�%�+ ,�$7�1�+*" (�O"&��6$**)&"$ �<$&��+&�,$)#/��+ 1�+&�&��6$" &�$7�1",/�+#(��7#$%�,"&��P,$�/+**�1�Q� 1�$7�6"6�R�&#�+&%� &ST��,��&�/� "U)�,�+#��V $O �+,�Q3),&+" +<*��5#+" +(��30,&�%,R�P3)53STWXYZY[Z\]_[ab[cZda]a]e[Z_f[ZYgdhaiYgj[[g_k[Zabl[dZYdb[b\mX[db[mdZndZlb[d]c[]_]_nYZdha_]dg[dZYdbo[d[b_\ZmY[m_]hZ_g[dnnZ_dmXo[b\mX[db[nYZfYdpgY[b\ZdmYb[_Z[a]qghZdha_][hZY]mXYbo[fdj[_YZ[d[b\ahdpgY[fYd]b[_[hZYdhfY]ho[ZYf_ia]e[hXY[]YYc[_Z[d[bYndZdh_Zrsag[bYndZdh_Zb[dZY[a]bhdggYc[_][b\ZdmY[kdhYZ[cZda]deY[bjbhYfb[h_[nZ_hYmh[ZYmYaia]e[kdhYZb[Z_f[n_gg\ha_][pj[_ago[kXamX[fdj[pY[nZYbY]h[c\Y[h_[fa]_Z[gYdlb[Z_f[iYXamgYb[d]c[ngd]ho[Z_f[dmmacY]hdg[bnaggdeYrtu\Y]h[Z_f[a]c\bhZadg[nZ_mYbbYb[d]c[iYXamgY[kdbXa]e[bX_\gc[]_Zfdggj[pY[cabmXdZeYc[h_[hXY[_\g[bYkYZ[vb\pwYmh[h_[hXY[dnnZ_idg[_[hXY[bYkYZdeY[\]cYZhdlYZx[_Z[\ZhXYZ[hZYdhfY]h[dh[d[f\]amandg[hZYdhfY]h[k_Zlbryz{|}|~�}�y~|��|}�y�|��~�{zy�[�ZahabX[vd]c[t\Z_nYd]x[bhd]cdZc[vt�[��[d]c[��x[_Z[hXY[cYbae][d]c[\bY[_[nZYdpZamdhYc[_ag[bYndZdh_Zb[Xdb[pYY][dc_nhYcr[�Yk[nZYdpZamdhYc[bYndZdh_Zb[bX_\gc[m_fngj[kahX[hXY[bhd]cdZcr yz{|}|~�}��|yyzy�XY[bhd]cdZc[ZYYZb[h_[hk_[�mgdbbYb�[_[bYndZdh_Zo[pdbYc[_][nYZ_Zfd]mY[\]cYZ[bhd]cdZc[hYbh[m_]caha_]br��|yy��Ybae]Yc[h_[dmXaYiY[d[m_]mY]hZdha_][_[gYbb[hXd][�fe�g[_[_ag[\]cYZ[bhd]cdZc[hYbh[m_]caha_]bo[bX_\gc[pY[\bYc[kXY][hXY[bYndZdh_Z[ab[ZY�\aZYc[h_[ZYf_iY[iYZj[bfdgg[_ag[cZ_ngYhbr��|yy��Ybae]Yc[h_[dmXaYiY[d[m_]mY]hZdha_][_[gYbb[hXd][��fe�g[_ag[\]cYZ[bhd]cdZc[hYbh[m_]caha_]b[d]c[dZY[b\ahdpgY[_Z[cYdga]e[kahX[cabmXdZeYb[kXYZY[d[g_kYZ[�\dgahj[ZY�\aZYfY]h[dnngaYb[v_Z[Y�dfngY[kXYZY[hXY[Yu\Y]h[ndbbYb[h_[_\g[bYkYZxr�_hX[mgdbbYb[md][pY[nZ_c\mYc[db[\gg[ZYhY]ha_][bYndZdh_Zbr[�XY[_ag[m_]mY]hZdha_][gafahb[_[�[fe�g[d]c[��[fe�g[dZY[_]gj[dnngamdpgY[\]cYZ[bhd]cdZc[hYbh[m_]caha_]br[�h[bX_\gc[]_h[pY[Y�nYmhYc[hXdh[bYndZdh_Zb[kagg[m_fngj[kahX[hXYbY[gafahb[kXY][_nYZdha]e[\]cYZ[qYgc[m_]caha_]br��}z~z�~��yz{|}|~�}y�\gg[ZYhY]ha_][bYndZdh_Zb[hZYdh[hXY[\gg[u_k[hXdh[md][pY[cYgaiYZYc[pj[hXY[cZda]deY[bjbhYfo[kXamX[ab[]_Zfdggj[Y�\aidgY]h[h_[hXY[u_k[eY]YZdhYc[pj[d[Zda]dgg[a]hY]bahj[_[��ff�XZrs][gdZeY[bahYbo[b_fY[bX_Zh[hYZf[u__ca]e[fdj[pY[d][dmmYnhdpgY[fYd]b[_[gafaha]e[hXY[u_k[ZdhY[d]c[XY]mY[hXY[ba�Y[_[\gg[ZYhY]ha_][bjbhYfbr ��{|yy�yz{|}|~�}y�jndbb[bYndZdh_Zb[\ggj[hZYdh[dgg[u_kb[eY]YZdhYc[pj[Zda]dgg[ZdhYb[_[\n[h_[�r�ff�XZr[�Xab[m_iYZb[_iYZ[��[_[dgg[Zda]dgg[YiY]hbr[�g_kb[dp_iY[hXab[ZdhY[dZY[dgg_kYc[h_[pjndbb[hXY[bYndZdh_Zr[�XYbY[bYndZdh_Zb[dZY[\bYc[kXY][ah[ab[m_]bacYZYc[d][dmmYnhdpgY[Zabl[]_h[h_[nZ_iacY[\gg[hZYdhfY]h[_Z[XaeX[u_kbo[_Z[Y�dfngY[kXYZY[hXY[Zabl[_[d[gdZeY[bnaggdeY[d]c[XYdij[Zda]dgg[_mm\ZZa]e[dh[hXY[bdfY[hafY[ab[bfdggr��}z��}~�yz{|}|~�}y�_ZYm_\Zh[bYndZdh_Zb[dZY[\gg[ZYhY]ha_][bYndZdh_Zb[bnYmaqYc[h_[ZYhda][_][bahY[hXY[fd�af\f[bnaggdeY[galYgj[h_[_mm\Z[_][d[nYhZ_g[qgga]e[bhdha_]r[�XYj[dZY[ZY�\aZYc[_Z[p_hX[bdYhj[d]c[Y]iaZ_]fY]hdg[ZYdb_]b[d]c[kagg[hZYdh[bnaggdeYb[_mm\ZZa]e[c\Za]e[iYXamgY[ZY\Ygga]e[d]c[Z_dc[hd]lYZ[cYgaiYZjr[�XY[ba�Y[_[hXY[bYndZdh_Z[ab[a]mZYdbYc[a][_ZcYZ[h_[ZYhda][hXY[n_bbapgY[g_bb[_[hXY[m_]hY]hb[_[_]Y[m_fndZhfY]h[_[d[Z_dc[hd]lYZo[kXamX[fdj[pY[\n[h_[�o��[gahZYbryz�z�~��~ z�}�� ~�yz{|}|~�}�XY[mXdZh[_][hXY[_gg_ka]e[ndeY[eaiYb[e\acd]mY[h_[dac[bYgYmha_][_[hXY[dnnZ_nZadhY[hjnY[_[\Yg�_ag[bYndZdh_Z[_Z[\bY[a][b\ZdmY[kdhYZ[cZda]deY[bjbhYfb[kXamX[cabmXdZeY[a]h_[ZaiYZb[d]c[b_dldkdjbr�_Z[\ZhXYZ[cYhdagYc[a]_Zfdha_]o[ngYdbY[m_]b\gh[hXY[t]iaZ_]fY]h[�eY]mj[¡_gg\ha_][¡ZYiY]ha_][¢\acYga]Y[�£[v¡¡¢[£x[�¤bY[d]c[cYbae][_[_ag[bYndZdh_Zb[a][b\ZdmY[kdhYZ[cZda]deY[bjbhYfb�[didagdpgY[Z_f[hXYaZ[kYpbahYr¥a]ebnd][¥gdZeYbhYZ[Xdb[d[bnYmadgabh[hYdf[kX_[nZ_iacY[hYmX]amdg[dbbabhd]mY[a][bYgYmha]e[hXY[dnnZ_nZadhY[bYndZdh_Z[_Z[j_\Z[dnngamdha_]r¦\ZdmY[kdhYZ[cZda]b[]_Zfdggj[cabmXdZeY[h_[d[kdhYZm_\ZbY[_Z[a]caZYmhgj[a]h_[\]cYZeZ_\]c[kdhYZb[veZ_\]ckdhYZx[iad[d[b_dldkdjr[§_]hdfa]dha_][_[b\ZdmY[kdhYZ[pj[_ago[mXYfamdgb[_Z[b\bnY]cYc[b_gacb[md][md\bY[hXYbY[cabmXdZeYb[h_[XdiY[d[bYZa_\b[afndmh[_][hXY[ZYmYaia]e[kdhYZr �©�ª«�©¬®�°¬±�²�³µµ¶±¬°··ª¬«²�·ª©�¹ª·ª©�²«º�²�±¶±·«©²©ª¹�»ª�®¬«©²®©�¼¬�»ª©ª«�½�»¬±¾ª«¿�º²¼·�©¬�²±±²«¿�²�¹ª·ª©ÀÁ�Â�ÃÄÅÆ�ÇÈÉÂ��Å��ÊË�ÌÍ©¬�Î²¾�©�±ª¿©�º®ª·ª¬«�¬±�®²�ÏÐÑÍÒÏÐÍÓÓÔÕÕ

�� !"!�"#�$�%&�%#'�(%)�*+#)*�#),�� !�-"*#)*,!�&"%+�� !��#�!./��0��1��2 ��3�!4,4�(*"�5*"$�� /��0��2�� 6��0��2��3�!4,4�7! #('!�+*#)�!)*)(!�*"!*8�,%%-��7! #('!�5*"$#),�%"�7! #('!�+*)%!7!"#),9 ��2��3��2��2�� 3�!4,4�#)-:��"#*'��#�!� ;��3�!4,4�"!�*#'�&%"!(%:"�� <��0��3�!4,4�"%%&�=*�!"�&�)%��:#�*>'! ?�� 2 � �� @�� 2�AB5*��C!5*"*�%"�=#� �*'*"+�"!D:#"!-?��E�� 2��F8G H:''�I!�!)�#%)�C!5*"*�%"�=#� �*'*"+�"!D:#"!-?��E�� 2��F?��EE�� 2��J �� &%:'��!=!"J�E�� 2 �� 2�� H:''�I!�!)�#%)�KH%"!(%:"�L�C!5*"*�%"�=#� �*'*"+�"!D:#"!-?��E�� 2��F?��EE�� 2��J8M C!5*"*�%"�)%��"!D:#"!-NOPQROSRTUOTVVWOXYZQYOXVYSZTTZQ[O\YQSO]QRYOQ_ OTVaVYOXYQbZcVYOdV\QYVO]QROcV_ZcVOaeZ_eOTVXYUQYOUQOZ[TU^O[cOdV\QYVO]QROS WVO[]OcZT_eYfVghOPQROSRTUOTVVWOXYZQYOXVYSZTTZQ[O\YQSOUeVOYVVb[UOV[bZYQ[SV[UOdQc]OdV\QYVO]QROcV_ZcVOaeZ_eOTVXYUQYOUQOZ[TU^giOj[OUeZTO_TVkOZ\OZUOZTO_Q[TZcVYVcOUeUOUeVYVOZTOOQaOYZTWOQ\OXQRUZQ[OOTQRY_VO_Q[UYQOlRmlOT_eVSVOS ]OdVOXXYQXYZUVgnOj[O_VYUZ[O_ZY_RSTU[_VTkOUeVOTVaVYOXYQbZcVYOS ]OYVoRZYVOOp TTONOTVXYUQYO\QYOcZT_eYfVTOUQOTVaVYOUQOXYVbV[UOVqXQTZbVOUSQTXeVYVTO\YQSOdVZ[fOfV[VYUVcgrOmYZ[fVO\YQSOeZfeVYOYZTWOYVTOTR_eOTObVeZ_VOS Z[UV[[_VO]YcTO[cOfQQcTObVeZ_VOXYWZ[fOYVTOTeQRcOdVO_Q[[V_UVcOUQO\QROTVaVYOZ[OXYV\VYV[_VOUQOTRY\_VOa UVYgsOj[O_VYUZ[O_ZY_RSTU[_VTkOOTVXYUQYOS ]OdVOQ[VOQ\OUeVOcVbZ_VTORTVcOZ[OUeVOlRmlOT_eVSVgOtTWORTO\QYOcbZ_Vgu!� u!� u!� u!� u!�v%u!�u!�u!�u!�

�� !��"�� "�� #�� #�� $�� #�� %&'())*+ *+ *)+ ,-.)+ *))+ /0+ ,.))+ ,*0)+ -))+ ,/1)+ ,*1)+ ,))+ 0))+ ,-)+%&'())/+ /20+ /0+ 10))+ /0)+ -)+ ,.))+ ,*0)+ -))+ ,/1)+ ,*1)+ ,))+ 0))+ ,-)+%&'())-+ -+ -)+ ***0+ -))+ 3)+ ,.))+ ,*0)+ -))+ ,/1)+ ,*1)+ ,))+ 0))+ ,-)+%&'4),)+ ,)+ ,))+ 00-)+ ,)))+ ,0)+ 1)-3+ ,11)+ .0)+ ,/0)+ ,*0)+ ,))+ .))+ *,0+%&'4),0+ ,0+ ,0)+ 5**0+ ,0))+ 110+ 13/.+ ,11)+ .0)+ ,/0)+ ,*0)+ ,))+ .))+ *,0+%&'4)1)+ 1)+ 1))+ ,,,,,+ 1)))+ *))+ *53*+ ,11)+ .0)+ ,/0)+ ,*0)+ ,))+ .))+ *.0+%&'4)10+ 10+ 10)+ ,*53)+ 10))+ *.0+ *0.0+ ,/1)+ .0)+ ,-5)+ ,05)+ ,))+ .))+ *.0+%&'4)*)+ *)+ *))+ ,--.)+ *)))+ /0)+ /1-0+ ,/1)+ .0)+ ,-5)+ ,05)+ ,))+ .))+ /0)+%&'4)/)+ /)+ /))+ 11111+ /)))+ -))+ *1*)+ ,31)+ -))+ 1,50+ 1)*0+ ,0)+ ,)))+ 0))+%&'4)0)+ 0)+ 0))+ 1...5+ 0)))+ .0)+ *3-)+ ,31)+ -))+ 1,50+ 1)*0+ ,0)+ ,)))+ -))+%&'4).0+ .0+ .0)+ /,--.+ .0))+ ,,10+ 05/,+ ,31)+ -))+ 11*0+ 1)*0+ 1))+ 30)+ -.0+%&'4,))+ ,))+ ,)))+ 0000-+ ,))))+ ,0))+ .--,+ ,31)+ -))+ 11*0+ 1)*0+ 1))+ 30)+ .0)+%&'4,10+ ,10+ ,10)+ -3///+ ,10))+ ,5.0+ 30/5+ ,31)+ -))+ 11*0+ 1)*0+ 1))+ 30)+ .0)+678797:;<=<>?@A9B=C>?7DE8C:?8F7D G6H>?@A9B=C>?7DE8C:?8F7D I>J79=>:DF8E>@AK=>97C=>8@AD>7D=>A??=EE>E@AL8>M><FA9=8=C>7L>;ACN=E8>E@7ODPQRSTUVWRXYZ[Z\Z]RWRXVZU_[Y]V[ZUXZUX_WWV[WRX\ZRW_a��b�cde��dfg� bhi��a��!ji� !��!��hdekl��a��bimno��mn�p!�mn��dfg�!d�q��b�ndfg�!rsstuvrwuxyz{|}~~�~�|}�}��~�}��~��~��~��}��}��|�}��~��|��}��{��~��}��}��~��}�|��~��}��}��~|��}��}��}�{��}��}��}��~}��~�~�}��}��}��|}��~��}��}{~��{��}��}��}��}��}~�s��x��ryv��}��~��~�� }��}��~��}��~�|}�}��~��~��¡¢�£¤£¥¦��}��~��}��}��¢�z��{|}~~��}��|��}��~��~��§��¢�z��~��}��}��~�|}�}��}�~��~��§��z��~��}��}��~�©�~��ªz�©«��~��}��~|}��}��~��z{|}~~�~�|}�}��~�}��|��}��}��}��|��~~�|��}��}~~�~~��}��~��~��¡¢�£¤£¥¦��}��~��{|}~~�~�|}�}��~��~��|}�}��~��~��}��{|}~~�~�|}�}��~�¡}��{|}~~�~�|}�}��~��~��~~}�{��~��¬��~�|}�}��}|}��{�� ~��}��~��}��}|}��{�� ®�}��~��§��~��~��}��¦°��|�}��§��}��}��}��}��}��}~�~��{��}��~�|}�}��}��}��}��}��{�±±²³�¢�z�� ¦£µª�¶«��·��~��}��{��}��}��}��~��|}~~��|}��~�|}�}��}��{|}~~��}��~�|}�}��}��®�}~~�©�~�|}�}��~�}��~��}��}��}��¤��~�}��}��~��~�¹º»T__¼��½u¾�½¿ryÀ¿½s�vu�uvrwuxy½ ��rwÁ��½��}��}~{��~�}��©��~��~��~��}��·��~��Â��|��~��~��}�}��~{~��}�}��}��ª��{�¡¢�£¤£¥¦�}��±±²³«��¡��~��}��~~�~�}��~��|��~��Ã}��}��²�±��~��ª~��Ä��«�§��~|��{�}��}��~�Å��{|}~~�~�|}�}��}��~��¬¥��§��}��}��}��}��}��}��}�~��~��~�}��}~��}~~��|��}��}�{��|�|��~��~��~��|��~�|}�}��}��}��~��|��|��§��}��|��±�|��{|��~�Å��}��}��

SHEET

OF

DA

TE

:

PR

OJE

CT

#

:

DR

AW

N:

CH

EC

KE

D:

TH

IS

D

RA

WIN

G H

AS

B

EE

N P

RE

PA

RE

D B

AS

ED

O

N IN

FO

RM

AT

IO

N P

RO

VID

ED

T

O A

DS

U

ND

ER

T

HE

D

IR

EC

TIO

N O

F T

HE

S

IT

E D

ES

IG

N E

NG

IN

EE

R O

R O

TH

ER

P

RO

JE

CT

R

EP

RE

SE

NT

AT

IV

E. T

HE

S

IT

E D

ES

IG

N E

NG

IN

EE

R S

HA

LL

R

EV

IE

W T

HIS

D

RA

WIN

G P

RIO

R T

O C

ON

ST

RU

CT

IO

N. IT

IS

T

HE

U

LT

IM

AT

E

RE

SP

ON

SIB

IL

IT

Y O

F T

HE

S

IT

E D

ES

IG

N E

NG

IN

EE

R T

O E

NS

UR

E T

HA

T T

HE

P

RO

DU

CT

(S

) D

EP

IC

TE

D A

ND

A

LL

A

SS

OC

IA

TE

D D

ET

AIL

S M

EE

T A

LL

A

PP

LIC

AB

LE

L

AW

S, R

EG

UL

AT

IO

NS

, A

ND

P

RO

JE

CT

R

EQ

UIR

EM

EN

TS

.

RE

VD

RW

CH

KD

ES

CR

IP

TIO

N

To

ol

---

70 INW

OOD ROAD, SUITE 3

| ROCKY HILL

| CT

| 06067

86

0-5

29

-8

18

8 |

88

8-8

92

-2

69

4 |

WW

W.S

TO

RM

TE

CH

.C

OM

Detention R

etention W

ater Q

uality

ACCEPTABLE FILL MATERIALS: STORMTECH SC-740 CHAMBER SYSTEMS

PLEASE NOTE:

1. THE LISTED AASHTO DESIGNATIONS ARE FOR GRADATIONS ONLY. THE STONE MUST ALSO BE CLEAN, CRUSHED, ANGULAR. FOR EXAMPLE, A SPECIFICATION FOR #4 STONE WOULD STATE: "CLEAN, CRUSHED,

ANGULAR NO. 4 (AASHTO M43) STONE".

2. STORMTECH COMPACTION REQUIREMENTS ARE MET FOR 'A' LOCATION MATERIALS WHEN PLACED AND COMPACTED IN 6" (150 mm) (MAX) LIFTS USING TWO FULL COVERAGES WITH A VIBRATORY COMPACTOR.

3. WHERE INFILTRATION SURFACES MAY BE COMPROMISED BY COMPACTION, FOR STANDARD DESIGN LOAD CONDITIONS, A FLAT SURFACE MAY BE ACHIEVED BY RAKING OR DRAGGING WITHOUT COMPACTION

EQUIPMENT. FOR SPECIAL LOAD DESIGNS, CONTACT STORMTECH FOR COMPACTION REQUIREMENTS.

NOTES:

1. SC-740 CHAMBERS SHALL CONFORM TO THE REQUIREMENTS OF ASTM F2418 "STANDARD SPECIFICATION FOR POLYPROPYLENE (PP) CORRUGATED WALL STORMWATER COLLECTION CHAMBERS",

OR ASTM F2922 "STANDARD SPECIFICATION FOR POLYETHYLENE (PE) CORRUGATED WALL STORMWATER COLLECTION CHAMBERS".

2. SC-740 CHAMBERS SHALL BE DESIGNED IN ACCORDANCE WITH ASTM F2787 "STANDARD PRACTICE FOR STRUCTURAL DESIGN OF THERMOPLASTIC CORRUGATED WALL STORMWATER COLLECTION

CHAMBERS".

3. "ACCEPTABLE FILL MATERIALS" TABLE ABOVE PROVIDES MATERIAL LOCATIONS, DESCRIPTIONS, GRADATIONS, AND COMPACTION REQUIREMENTS FOR FOUNDATION, EMBEDMENT, AND FILL

MATERIALS.

4. THE "SITE DESIGN ENGINEER" REFERS TO THE ENGINEER RESPONSIBLE FOR THE DESIGN AND LAYOUT OF THE STORMTECH CHAMBERS FOR THIS PROJECT.

5. THE SITE DESIGN ENGINEER IS RESPONSIBLE FOR ASSESSING THE BEARING RESISTANCE (ALLOWABLE BEARING CAPACITY) OF THE SUBGRADE SOILS AND THE DEPTH OF FOUNDATION STONE

WITH CONSIDERATION FOR THE RANGE OF EXPECTED SOIL MOISTURE CONDITIONS.

6. PERIMETER STONE MUST BE EXTENDED HORIZONTALLY TO THE EXCAVATION WALL FOR BOTH VERTICAL AND SLOPED EXCAVATION WALLS.

7. ONCE LAYER 'C' IS PLACED, ANY SOIL/MATERIAL CAN BE PLACED IN LAYER 'D' UP TO THE FINISHED GRADE. MOST PAVEMENT SUBBASE SOILS CAN BE USED TO REPLACE THE MATERIAL

REQUIREMENTS OF LAYER 'C' OR 'D' AT THE SITE DESIGN ENGINEER'S DISCRETION.

MATERIAL LOCATION DESCRIPTION

AASHTO MATERIAL

CLASSIFICATIONS

COMPACTION / DENSITY

REQUIREMENT

D

FINAL FILL: FILL MATERIAL FOR LAYER 'D' STARTS

FROM THE TOP OF THE 'C' LAYER TO THE BOTTOM

OF FLEXIBLE PAVEMENT OR UNPAVED FINISHED

GRADE ABOVE. NOTE THAT PAVEMENT SUBBASE

MAY BE PART OF THE 'D' LAYER

ANY SOIL/ROCK MATERIALS, NATIVE SOILS, OR PER

ENGINEER'S PLANS. CHECK PLANS FOR PAVEMENT

SUBGRADE REQUIREMENTS.

N/A

PREPARE PER SITE DESIGN ENGINEER'S PLANS.

PAVED INSTALLATIONS MAY HAVE STRINGENT

MATERIAL AND PREPARATION REQUIREMENTS.

C

INITIAL FILL: FILL MATERIAL FOR LAYER 'C'

STARTS FROM THE TOP OF THE EMBEDMENT

STONE ('B' LAYER) TO 18" (450 mm) ABOVE THE

TOP OF THE CHAMBER. NOTE THAT PAVEMENT

SUBBASE MAY BE A PART OF THE 'C' LAYER.

GRANULAR WELL-GRADED SOIL/AGGREGATE MIXTURES, <35%

FINES OR PROCESSED AGGREGATE.

MOST PAVEMENT SUBBASE MATERIALS CAN BE USED IN LIEU

OF THIS LAYER.

AASHTO M145¹

A-1, A-2-4, A-3

OR

AASHTO M43¹

3, 357, 4, 467, 5, 56, 57, 6, 67, 68, 7, 78, 8, 89,

9, 10

BEGIN COMPACTIONS AFTER 12" (300 mm) OF

MATERIAL OVER THE CHAMBERS IS REACHED.

COMPACT ADDITIONAL LAYERS IN 6" (150 mm) MAX

LIFTS TO A MIN. 95% PROCTOR DENSITY FOR

WELL GRADED MATERIAL AND 95% RELATIVE

DENSITY FOR PROCESSED AGGREGATE

MATERIALS. ROLLER GROSS VEHICLE WEIGHT

NOT TO EXCEED 12,000 lbs (53 kN). DYNAMIC

FORCE NOT TO EXCEED 20,000 lbs (89 kN).

B

EMBEDMENT STONE: FILL SURROUNDING THE

CHAMBERS FROM THE FOUNDATION STONE ('A'

LAYER) TO THE 'C' LAYER ABOVE.

CLEAN, CRUSHED, ANGULAR STONE, NOMINAL SIZE

DISTRIBUTION BETWEEN 3/4-2 INCH (20-50 mm)

AASHTO M43¹

3, 357, 4, 467, 5, 56, 57

NO COMPACTION REQUIRED.

A

FOUNDATION STONE: FILL BELOW CHAMBERS

FROM THE SUBGRADE UP TO THE FOOT (BOTTOM)

OF THE CHAMBER.

CLEAN, CRUSHED, ANGULAR STONE, NOMINAL SIZE

DISTRIBUTION BETWEEN 3/4-2 INCH (20-50 mm)

AASHTO M43¹

3, 357, 4, 467, 5, 56, 57

PLATE COMPACT OR ROLL TO ACHIEVE A FLAT

SURFACE. ² ³

18"

(450 mm) MIN*

8'

(2.4 m)

MAX

SUBGRADE SOILS

(SEE NOTE 5)

PAVEMENT LAYER (DESIGNED

BY SITE DESIGN ENGINEER)

SC-740

END CAP

6" (150 mm) MIN

D

C

B

A

PERIMETER STONE

(SEE NOTE 6)

EXCAVATION WALL

(CAN BE SLOPED OR VERTICAL)

12" (300 mm) MIN

ADS GEOSYNTHETICS 601T NON-WOVEN GEOTEXTILE ALL

AROUND CLEAN, CRUSHED, ANGULAR STONE IN A & B LAYERS

12" (300 mm) TYP51" (1295 mm)

6"

(150 mm) MIN

30"

(760 mm)

DEPTH OF STONE TO BE DETERMINED

BY DESIGN ENGINEER 6" (150 mm) MIN

*TO BOTTOM OF FLEXIBLE PAVEMENT. FOR UNPAVED

INSTALLATIONS WHERE RUTTING FROM VEHICLES MAY OCCUR,

INCREASE COVER TO 24" (600 mm).

3 5

Ban

sha,

Co.

Tip

pera

ryT

ippe

rary

02/1

0/20

20P

O

SHEET

OF

DA

TE

:

PR

OJE

CT

#

:

DR

AW

N:

CH

EC

KE

D:

TH

IS

D

RA

WIN

G H

AS

B

EE

N P

RE

PA

RE

D B

AS

ED

O

N IN

FO

RM

AT

IO

N P

RO

VID

ED

T

O A

DS

U

ND

ER

T

HE

D

IR

EC

TIO

N O

F T

HE

S

IT

E D

ES

IG

N E

NG

IN

EE

R O

R O

TH

ER

P

RO

JE

CT

R

EP

RE

SE

NT

AT

IV

E. T

HE

S

IT

E D

ES

IG

N E

NG

IN

EE

R S

HA

LL

R

EV

IE

W T

HIS

D

RA

WIN

G P

RIO

R T

O C

ON

ST

RU

CT

IO

N. IT

IS

T

HE

U

LT

IM

AT

E

RE

SP

ON

SIB

IL

IT

Y O

F T

HE

S

IT

E D

ES

IG

N E

NG

IN

EE

R T

O E

NS

UR

E T

HA

T T

HE

P

RO

DU

CT

(S

) D

EP

IC

TE

D A

ND

A

LL

A

SS

OC

IA

TE

D D

ET

AIL

S M

EE

T A

LL

A

PP

LIC

AB

LE

L

AW

S, R

EG

UL

AT

IO

NS

, A

ND

P

RO

JE

CT

R

EQ

UIR

EM

EN

TS

.

RE

VD

RW

CH

KD

ES

CR

IP

TIO

N

To

ol

---

70 INW

OOD ROAD, SUITE 3

| ROCKY HILL

| CT

| 06067

86

0-5

29

-8

18

8 |

88

8-8

92

-2

69

4 |

WW

W.S

TO

RM

TE

CH

.C

OM

Detention R

etention W

ater Q

uality

INSPECTION & MAINTENANCE

STEP 1) INSPECT ISOLATOR ROW FOR SEDIMENT

A. INSPECTION PORTS (IF PRESENT)

A.1. REMOVE/OPEN LID ON NYLOPLAST INLINE DRAIN

A.2. REMOVE AND CLEAN FLEXSTORM FILTER IF INSTALLED

A.3. USING A FLASHLIGHT AND STADIA ROD, MEASURE DEPTH OF SEDIMENT AND RECORD ON MAINTENANCE LOG

A.4. LOWER A CAMERA INTO ISOLATOR ROW FOR VISUAL INSPECTION OF SEDIMENT LEVELS (OPTIONAL)

A.5. IF SEDIMENT IS AT, OR ABOVE, 3" (80 mm) PROCEED TO STEP 2. IF NOT, PROCEED TO STEP 3.

B. ALL ISOLATOR ROWS

B.1. REMOVE COVER FROM STRUCTURE AT UPSTREAM END OF ISOLATOR ROW

B.2. USING A FLASHLIGHT, INSPECT DOWN THE ISOLATOR ROW THROUGH OUTLET PIPE

i) MIRRORS ON POLES OR CAMERAS MAY BE USED TO AVOID A CONFINED SPACE ENTRY

ii) FOLLOW OSHA REGULATIONS FOR CONFINED SPACE ENTRY IF ENTERING MANHOLE

B.3. IF SEDIMENT IS AT, OR ABOVE, 3" (80 mm) PROCEED TO STEP 2. IF NOT, PROCEED TO STEP 3.

STEP 2) CLEAN OUT ISOLATOR ROW USING THE JETVAC PROCESS

A. A FIXED CULVERT CLEANING NOZZLE WITH REAR FACING SPREAD OF 45" (1.1 m) OR MORE IS PREFERRED

B. APPLY MULTIPLE PASSES OF JETVAC UNTIL BACKFLUSH WATER IS CLEAN

C. VACUUM STRUCTURE SUMP AS REQUIRED

STEP 3) REPLACE ALL COVERS, GRATES, FILTERS, AND LIDS; RECORD OBSERVATIONS AND ACTIONS.

STEP 4) INSPECT AND CLEAN BASINS AND MANHOLES UPSTREAM OF THE STORMTECH SYSTEM.

NOTES

1. INSPECT EVERY 6 MONTHS DURING THE FIRST YEAR OF OPERATION. ADJUST THE INSPECTION INTERVAL BASED ON PREVIOUS

OBSERVATIONS OF SEDIMENT ACCUMULATION AND HIGH WATER ELEVATIONS.

2. CONDUCT JETTING AND VACTORING ANNUALLY OR WHEN INSPECTION SHOWS THAT MAINTENANCE IS NECESSARY.

SUMP DEPTH TBD BY

SITE DESIGN ENGINEER

(24" [600 mm] MIN RECOMMENDED)

24" (600 mm) HDPE ACCESS PIPE REQUIRED

USE FACTORY PRE-FABRICATED END CAP

PART #: SC740EPE24B

TWO LAYERS OF ADS GEOSYNTHETICS 315WTK WOVEN

GEOTEXTILE BETWEEN FOUNDATION STONE AND CHAMBERS

5' (1.5 m) MIN WIDE CONTINUOUS FABRIC WITHOUT SEAMS

CATCH BASIN

OR

MANHOLE

COVER ENTIRE ISOLATOR ROW WITH ADS

GEOSYNTHETICS 601T NON-WOVEN GEOTEXTILE

8' (2.4 m) MIN WIDE

SC-740 CHAMBER

SC-740 END CAP

SC-740 ISOLATOR ROW DETAIL

NTS

OPTIONAL INSPECTION PORT

STORMTECH HIGHLY RECOMMENDS

FLEXSTORM PURE INSERTS IN ANY UPSTREAM

STRUCTURES WITH OPEN GRATES

SC-740 6" INSPECTION PORT DETAIL

NTS

SC-740 CHAMBER

FLEXSTORM CATCH IT

PART# 6212NYFX

WITH USE OF OPEN GRATE

12" (300 mm) NYLOPLAST INLINE

DRAIN BODY W/SOLID HINGED

COVER OR GRATE

PART# 2712AG06N

SOLID COVER: 1299CGC

GRATE: 1299CGS

6" (150 mm) INSERTA TEE

PART#06N12ST74IP

INSERTA TEE TO BE CENTERED

ON CORRUGATION CREST

6" (150 mm) ADS N-12

HDPE PIPE

18" (450 mm) MIN WIDTH

CONCRETE SLAB

8" (200 mm) MIN THICKNESS

PAVEMENT

CONCRETE COLLAR NOT REQUIRED

FOR UNPAVED APPLICATIONS

CONCRETE COLLAR

4 5

Ban

sha,

Co.

Tip

pera

ryT

ippe

rary

02/1

0/20

20P

O

SHEET

OF

DA

TE

:

PR

OJE

CT

#

:

DR

AW

N:

CH

EC

KE

D:

TH

IS

D

RA

WIN

G H

AS

B

EE

N P

RE

PA

RE

D B

AS

ED

O

N IN

FO

RM

AT

IO

N P

RO

VID

ED

T

O A

DS

U

ND

ER

T

HE

D

IR

EC

TIO

N O

F T

HE

S

IT

E D

ES

IG

N E

NG

IN

EE

R O

R O

TH

ER

P

RO

JE

CT

R

EP

RE

SE

NT

AT

IV

E. T

HE

S

IT

E D

ES

IG

N E

NG

IN

EE

R S

HA

LL

R

EV

IE

W T

HIS

D

RA

WIN

G P

RIO

R T

O C

ON

ST

RU

CT

IO

N. IT

IS

T

HE

U

LT

IM

AT

E

RE

SP

ON

SIB

IL

IT

Y O

F T

HE

S

IT

E D

ES

IG

N E

NG

IN

EE

R T

O E

NS

UR

E T

HA

T T

HE

P

RO

DU

CT

(S

) D

EP

IC

TE

D A

ND

A

LL

A

SS

OC

IA

TE

D D

ET

AIL

S M

EE

T A

LL

A

PP

LIC

AB

LE

L

AW

S, R

EG

UL

AT

IO

NS

, A

ND

P

RO

JE

CT

R

EQ

UIR

EM

EN

TS

.

RE

VD

RW

CH

KD

ES

CR

IP

TIO

N

To

ol

---

70 INW

OOD ROAD, SUITE 3

| ROCKY HILL

| CT

| 06067

86

0-5

29

-8

18

8 |

88

8-8

92

-2

69

4 |

WW

W.S

TO

RM

TE

CH

.C

OM

Detention R

etention W

ater Q

uality

UNDERDRAIN DETAIL

NTS

A

A

B B

SECTION A-A

SECTION B-B

NUMBER AND SIZE OF UNDERDRAINS PER SITE DESIGN ENGINEER

4" (100 mm) TYP FOR SC-310 SYSTEMS

6" (150 mm) TYP FOR SC-740, DC-780, MC-3500 & MC-4500 SYSTEMS

OUTLET MANIFOLD

STORMTECH

END CAP

STORMTECH

CHAMBERS

STORMTECH

CHAMBER

STORMTECH

END CAP

DUAL WALL

PERFORATED

HDPE

UNDERDRAIN

ADS GEOSYNTHETICS 601T

NON-WOVEN GEOTEXTILE

ADS GEOSYNTHETICS 601T

NON-WOVEN GEOTEXTILE

FOUNDATION STONE

BENEATH CHAMBERS

FOUNDATION STONE

BENEATH CHAMBERS

PART # STUB A B C

SC740EPE06T / SC740EPE06TPC

6" (150 mm) 10.9" (277 mm)

18.5" (470 mm)

---

SC740EPE06B / SC740EPE06BPC ---

0.5" (13 mm)

SC740EPE08T /SC740EPE08TPC

8" (200 mm) 12.2" (310 mm)

16.5" (419 mm)

---


0.6" (15 mm)


10" (250 mm) 13.4" (340 mm)

14.5" (368 mm)

---


0.7" (18 mm)


12" (300 mm) 14.7" (373 mm)

12.5" (318 mm)

---


1.2" (30 mm)


15" (375 mm) 18.4" (467 mm)

9.0" (229 mm)

---


1.3" (33 mm)


18" (450 mm) 19.7" (500 mm)

5.0" (127 mm)

---


1.6" (41 mm)

SC740EPE24B*

24" (600 mm) 18.5" (470 mm)

---

0.1" (3 mm)

ALL STUBS, EXCEPT FOR THE SC740EPE24B ARE PLACED AT BOTTOM OF END CAP SUCH THAT THE OUTSIDE DIAMETER OF

THE STUB IS FLUSH WITH THE BOTTOM OF THE END CAP. FOR ADDITIONAL INFORMATION CONTACT STORMTECH AT

1-888-892-2694.

* FOR THE SC740EPE24B THE 24" (600 mm) STUB LIES BELOW THE BOTTOM OF THE END CAP APPROXIMATELY 1.75" (44 mm).

BACKFILL MATERIAL SHOULD BE REMOVED FROM BELOW THE N-12 STUB SO THAT THE FITTING SITS LEVEL.

NOTE: ALL DIMENSIONS ARE NOMINAL

NOMINAL CHAMBER SPECIFICATIONS

SIZE (W X H X INSTALLED LENGTH) 51.0" X 30.0" X 85.4" (1295 mm X 762 mm X 2169 mm)

CHAMBER STORAGE 45.9 CUBIC FEET (1.30 m³)

MINIMUM INSTALLED STORAGE* 74.9 CUBIC FEET (2.12 m³)

WEIGHT 75.0 lbs. (33.6 kg)

*ASSUMES 6" (152 mm) STONE ABOVE, BELOW, AND BETWEEN CHAMBERS

STUBS AT BOTTOM OF END CAP FOR PART NUMBERS ENDING WITH "B"

STUBS AT TOP OF END CAP FOR PART NUMBERS ENDING WITH "T"

SC-740 TECHNICAL SPECIFICATION

NTS

90.7" (2304 mm) ACTUAL LENGTH 85.4" (2169 mm) INSTALLED LENGTH

OVERLAP NEXT CHAMBER HERE

(OVER SMALL CORRUGATION)

BUILD ROW IN THIS DIRECTION

START END

A A

C

B

51.0"

(1295 mm)

30.0"

(762 mm)

ACCEPTS 4" (100 mm) SCH 40 PVC PIPE FOR INSPECTION

PORT. FOR PIPE SIZES LARGER THAN 4" (100 mm) UP TO

10" (250 mm) USE INSERTA TEE CONNECTION CENTERED

ON A CHAMBER CREST CORRUGATION

45.9" (1166 mm)

12.2"

(310 mm)

29.3"

(744 mm)

INSERTA TEE DETAIL

NTS

INSERTA TEE

CONNECTION

CONVEYANCE PIPE

MATERIAL MAY VARY

(PVC, HDPE, ETC.)

PLACE ADS GEOSYNTHETICS 315 WOVEN

GEOTEXTILE (CENTERED ON INSERTA-TEE

INLET) OVER BEDDING STONE FOR SCOUR

PROTECTION AT SIDE INLET CONNECTIONS.

GEOTEXTILE MUST EXTEND 6" (150 mm)

PAST CHAMBER FOOT

INSERTA TEE TO BE

INSTALLED, CENTERED

OVER CORRUGATION

SIDE VIEWSECTION A-A

A

A

DO NOT INSTALL

INSERTA-TEE AT

CHAMBER JOINTS

NOTE:

PART NUMBERS WILL VARY BASED ON INLET PIPE MATERIALS.

CONTACT STORMTECH FOR MORE INFORMATION.

CHAMBER

MAX DIAMETER OF

INSERTA TEE

HEIGHT FROM BASE OF

CHAMBER (X)

SC-310

6" (150 mm) 4" (100 mm)

SC-740

10" (250 mm) 4" (100 mm)

DC-780

10" (250 mm) 4" (100 mm)

MC-3500

12" (300 mm) 6" (150 mm)

MC-4500

12" (300 mm) 8" (200 mm)

INSERTA TEE FITTINGS AVAILABLE FOR SDR 26, SDR 35, SCH 40 IPS

GASKETED & SOLVENT WELD, N-12, HP STORM, C-900 OR DUCTILE IRON

(X)

5 5

Ban

sha,

Co.

Tip

pera

ryT

ippe

rary

02/1

0/20

20P

O

Date post:	10-Aug-2020
Category:	Documents
Upload:	others
View:	1 times
Download:	0 times

at Bansha, Co. Tipperary SERVICES REPORT...required for the pavement make-up. The rate of CBR...

Documents