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.
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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
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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:
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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.
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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.
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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.
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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.
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Appendix A – Foul Network Design
Foul Sewer
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109-70/17a/SR.doc B
Appendix B – Storm Network Design
Storm Sewer
``
Contributing Areas
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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
109-71 SW Retention 30 Year
Proposed Development at Bansha
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
30 year storm ts = 60 min
ts 60 min
R 28.2 mm/hr
Q 20.87 l/s
1.25 m3/min
QBAR Rural (Large) C 65.0 m³
QBAR Rural (Small) C 65.4 m³
QBAR (GDSDS) C 62.7 m³
30 year storm ts = 120 min
ts 120 min
R 19.0 mm/hr
Q 14.03 l/s
0.84 m3/min
QBAR Rural (Large) C 81.6 m³
QBAR Rural (Small) C 82.4 m³
QBAR (GDSDS) C 77.1 m³
30 year storm ts =240 min
ts 240 min
R 12.8 mm/hr
Q 9.46 l/s
0.57 m3/min
QBAR Rural (Large) C 98.2 m³
QBAR Rural (Small) C 99.8 m³
QBAR (GDSDS) C 89.4 m³
Bansha - 30yr Page 2
109-71 SW Retention 30 Year
Proposed Development at Bansha
30 year storm ts =12hr
ts 720 min
R 6.8 mm/hr
Q 5.06 l/s
0.30 m3/min
QBAR Rural (Large) C 106.2 m³
QBAR Rural (Small) C 110.8 m³
QBAR (GDSDS) C 80.2 m³
30 year storm ts =24hr
ts 1440 min
R 4.6 mm/hr
Q 3.40 l/s
0.20 m3/min
QBAR Rural (Large) C 70.7 m³
QBAR Rural (Small) C 79.9 m³
QBAR (GDSDS) C 19.1 m³
30 year storm ts =48hr
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
Bansha - 30yr Page 3
109-71 SW Retention 30 Year
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
Bansha - 30yr Page 4
109-71 SW Retention 30 Year
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)
Bansha - 30yr Page 5
109-71 SW Retention 100 Yr
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
Bansha - 100yr Page 1
109-71 SW Retention 100 Yr
Proposed Development at Bansha
100 year storm ts = 30 min
ts 30 min
R 52.6 mm/hr
Q 38.90 l/s
2.33 m3/min
QBAR Rural (Large) C 64.6 m³
QBAR Rural (Small) C 64.8 m³
QBAR (GDSDS) C 63.3 m³
100 year storm ts = 60 min
ts 60 min
R 35.4 mm/hr
Q 26.20 l/s
1.57 m3/min
QBAR Rural (Large) C 84.2 m³
QBAR Rural (Small) C 84.6 m³
QBAR (GDSDS) C 81.9 m³
100 year storm ts = 120 min
ts 120 min
R 23.8 mm/hr
Q 17.63 l/s
1.06 m3/min
QBAR Rural (Large) C 107.5 m³
QBAR Rural (Small) C 108.3 m³
QBAR (GDSDS) C 103.1 m³
100 year storm ts =240 min
ts 240 min
R 16.1 mm/hr
Q 11.88 l/s
0.71 m3/min
QBAR Rural (Large) C 133.1 m³
QBAR Rural (Small) C 134.7 m³
QBAR (GDSDS) C 124.3 m³
Bansha - 100yr Page 2
109-71 SW Retention 100 Yr
Proposed Development at Bansha
100 year storm ts =12hr
ts 720 min
R 8.6 mm/hr
Q 6.34 l/s
0.38 m3/min
QBAR Rural (Large) C 161.9 m³
QBAR Rural (Small) C 166.5 m³
QBAR (GDSDS) C 136.0 m³
100 year storm ts =24hr
ts 1440 min
R 5.8 mm/hr
Q 4.27 l/s
0.26 m3/min
QBAR Rural (Large) C 145.9 m³
QBAR Rural (Small) C 155.1 m³
QBAR (GDSDS) C 94.5 m³
100 year storm ts =48hr
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
Bansha - 100yr Page 3
109-71 SW Retention 100 Yr
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
Bansha - 100yr Page 4
109-71 SW Retention 100 Yr
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)
Bansha - 100yr Page 5
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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)
Rainfall Intensity 1
in 5 yr
Rainfall Intensity 1
in 30 yr
Rainfall Intensity 1
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
Bansha, Co. Tipperary Services Report
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
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
Bansha, Co. Tipperary Services Report
109-70/17a/SR.doc F
Appendix F – StormTech Data
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Bansha, Co. Tipperary Services Report
109-70/17a/SR.doc G
Appendix G - Petrol Interceptor Details
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70 INW
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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).
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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
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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)
---
SC740EPE08B / SC740EPE08BPC ---
0.6" (15 mm)
SC740EPE10T / SC740EPE10TPC
10" (250 mm) 13.4" (340 mm)
14.5" (368 mm)
---
SC740EPE10B / SC740EPE10BPC ---
0.7" (18 mm)
SC740EPE12T / SC740EPE12TPC
12" (300 mm) 14.7" (373 mm)
12.5" (318 mm)
---
SC740EPE12B / SC740EPE12BPC ---
1.2" (30 mm)
SC740EPE15T / SC740EPE15TPC
15" (375 mm) 18.4" (467 mm)
9.0" (229 mm)
---
SC740EPE15B / SC740EPE15BPC ---
1.3" (33 mm)
SC740EPE18T / SC740EPE18TPC
18" (450 mm) 19.7" (500 mm)
5.0" (127 mm)
---
SC740EPE18B / SC740EPE18BPC ---
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)
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