engineering services report · 2016. 1. 15. · a report pb 09.10.15 aam 18.11.15 dc 19.11.15...

TOBIN CONSULTING ENGINEERS

West Dublin 220/110 kV Substation

Engineering Services Report

December 2015

http://www.eirgrid.com/

ENGINEERING SERVICES REPORT

PROJECT: West Dublin 220/110 kV Substation and

Associated Works

CLIENT: EirGrid The Oval 160 Shelbourne Road Ballsbridge Dublin 4

COMPANY: TOBIN Consulting Engineers Unit 10-4 Blanchardstown Corporate Park Blanchardstown Dublin 15

www.tobin.ie

Engineering Services Report West Dublin 220/110 kV Substation

DOCUMENT AMENDMENT RECORD

Client: EirGrid

Project: West Dublin 220/110 kV Substation and Associated Works

Title: Engineering Services Report

PROJECT NUMBER: 7568 DOCUMENT REF: 7568_01

C Report PB 10.12.15 DC 10.12.15 DC 10.12.15

B Report PB 02.12.15 DC 02.12.15 DC 02.12.15

A Report PB 09.10.15 AAM 18.11.15 DC 19.11.15

Revision Description & Rationale Originated Date Checked Date Authorised Date

TOBIN Consulting Engineers


TABLE OF CONTENTS

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

1.1 PROJECT DESCRIPTION & SITE LOCATIONS .................................................... 1

1.2 TOPOGRAPHY ....................................................................................................... 4

1.3 PROPOSED SUBSTATION SITE INFRASTRUCTURE ......................................... 4

1.3.1 Site Security ............................................................................................................... 5

1.3.2 Gas Insulated Switchgear (GIS) Buildings .................................................................. 5

1.4 SERVICE CONNECTIONS ..................................................................................... 6

1.4.1 Water Supply .............................................................................................................. 6

1.4.2 Surface Water and Foul Water Infrastructure .............................................................. 6

1.5 BUILDINGS ............................................................................................................. 7

1.5.1 Structural Form ........................................................................................................... 7

1.5.2 Building Heights .......................................................................................................... 7

1.6 ACCOMPANYING INFORMATION ......................................................................... 7

2 ACCESS ROUTES AND INTERNAL ROADS .................................................... 10

2.1 SUBSTATION COMPOUND ................................................................................. 10

2.2 INTERFACE COMPOUNDS ................................................................................. 10

3 EARTH WORKS ......................................................................................... 11

3.1 SUBSTATION SITE .............................................................................................. 11

3.2 INTERFACE COMPOUNDS ................................................................................. 11

4 WATER SUPPLY ........................................................................................ 12

4.1 POTABLE WATER SUPPLY ......................................................................................... 12

4.1.1 Domestic Supply ....................................................................................................... 12

5 SURFACE WATER ................................................................................ 13

5.1 GENERAL ................................................................................................................ 13

5.2 SURFACE WATER DESIGN ......................................................................................... 13

5.3 SUSTANABLE URBAN DRAINAGE ................................................................................ 13

5.4 DRAINAGE-AT INTERFACE COMPOUNDS .................................................................... 15

6 FOUL WATER ............................................................................................ 16


6.1 GENERAL ................................................................................................................ 16

6.2 SANITARY WASTEWATER .................................................................................. 16

7 SUSTAINABILITY ....................................................................................... 17

7.1 SUSTAINABLE URBAN DRAINAGE (SUDS) ....................................................... 17

7.2 MATERIALS RE-USE ........................................................................................... 17

8 CONSTRUCTION QUALITY ASSURANCE ....................................................... 18

9 HEALTH & SAFETY .................................................................................... 19

9.1 GENERAL ................................................................................................................ 19

APPENDICES

APPENDIX 1 ................................................................................................................... Water Supply Design

APPENDIX 2 .................................................................................................................. Surface Water Design

APPENDIX 3 ....................................................................................................................... Foul Water Design

Engineering Services Report West Dublin 220/110kV Substation

1

1 INTRODUCTION

EirGrid has identified the need to reinforce the electricity network in the Grange Castle

area of west Dublin, south of Adamstown, which is evolving as a major centre for high

technology, power-dependent companies. Consequently, given the nature and activities of

these companies, it is critical to ensure a secure, reliable and adequate provision of

electricity to the west Dublin area.

Given their substantial electricity requirements, a number of these hi-tec companies

depend upon direct connection to the electricity network – these companies are generally

referred to by EirGrid as “customers”, and their electricity requirements are known as

“demand”.

There is a substantial amount of new demand (144 mega volt amp (MVA)) currently

seeking to connect to the network in the Grange Castle area. This new demand cannot be

accommodated by the existing grid network, as it has reached its supply capacity. EirGrid

is therefore proposing the West Dublin 220/110 kilovolts (kV) Substation and Associated

Works project to reinforce the network in the Grange Castle area, and potentially, the

wider environs thereof.

1.1 PROJECT DESCRIPTION & SITE LOCATIONS

This project primarily comprises development of a new 220/110 kV Gas Insulated

Switchgear (GIS) Substation. The substation will consist of two No. buildings, each with

a height of approximately 15 metres (m), along with four No. 220 kV / 110 kV 250 MVA

transformers.

The substation will serve major industrial customers in this evolving high-technology

industrial area, by means of transforming the power entering the substation at 220 kV

down to 110 kV, and then utilising multiple connections to a number of existing/permitted

lower voltage distribution substations in the area, via 110 kV underground cable circuits.

These substations and associated cable circuits are being separately developed by ESB

Networks, the Distribution System Operator (DSO). Five 110 kV circuits will be connected

to the new substation; this comprises four existing or permitted 110 kV circuits, as well as


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a new 110 kV cable connection connecting to Corkagh substation, located within Grange

Castle Business Park, refer to Figure 1-1.

Figure 1-1 Schematic of the connections to the new substation

The substation will be constructed on an area of approximately three hectares (3 ha.)

which will also allow for landscaping, general civil works and structures, and security

measures to be put in place on site. The preferred substation site area is located

immediately south of the R134, referred to as “Site D” in the Stage 1 and Stage 2 project

reports that have been published by EirGrid in respect of the planned development - see

http://www.eirgridgroup.com/the-grid/projects/west-dublin/the-project. Refer to Drawing

No.7568-2000 for substation location and Drawing No.7568-2101 for site layout.

http://www.eirgridgroup.com/the-grid/projects/west-dublin/the-project

http://www.eirgridprojects.com/projects/westdublin.%20Refer%20to%20Drawing%20No.7568-2000

http://www.eirgridprojects.com/projects/westdublin.%20Refer%20to%20Drawing%20No.7568-2000


3

The substation will connect via four No. proposed 220 kV underground cables to the

existing Inchicore-Maynooth 220 kV double-circuit overhead line (where two separate

circuits travel on a single set of towers), which passes through the north of the project

study area on an east-west orientation. The double circuit 220 kV cables will connect to

the substation from the northwest via the R120 and R134 roads; the double circuit

connection from the northeast will occur via the R136 and R134 roads. Refer to Drawings

7568-2002 – 7568-2005 and Drawing No.7568-2142 for details.

The R136 is currently a wide and high-quality road; the R120 and R134 have Part 8

Approval for significant upgrading. While approved, the planned R120 and R134 road

upgrades may not have occurred at the time of construction of the development (assuming

the development obtains its own statutory consent). Therefore, while laying the 220 kV

underground cables in the planned upgraded roads remains the preferred option for the

project, it has been considered prudent to explore alternative cable route options, which

would be utilised only in a scenario where the planned road upgrades have not occurred.

The construction of two separate interface compound sites T1 & T5, each with an area

of approximately 0.2 hectares, is necessary as part of this project. These compounds will

facilitate the transition from the existing double-circuit overhead line to the proposed 220

kV underground cable routes. The nearest existing overhead line structure to each

interface compound will be replaced with an “end-mast” or “terminal” structure; these are

of similar size and character as the existing structures on this alignment. The two circuits

of the existing double-circuit overhead line will be dropped into each interface compound,

which will contain gantries, and other equipment. Interface compound (T1) site is located

beside of Adamstown Train Station. Interface compound (T5) site is located in Kishoge

beside the Ninth Lock Road. The location of each compound is indicated on Drawing No.

7568-2000.

As noted above, connection between the existing Inchicore-Maynooth 220 kV double-

circuit, and the proposed 220/110 kV substation will occur in the form of a double “loop-in”

(refer to Figure 1-1). In other words, the existing two continuous circuits of the existing

overhead line within the study area will be severed creating four new line ends (refer to

Figure 1-1). These line ends will transition to underground cable within each interface

compound, at the two separate locations to the north-west, and north-east, of the


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substation; the circuits will then be laid as underground cables between each interface

compound and the substation. The cable connections, from the two interface compound

sites to the proposed substation, will involve the laying of approximately 7.5 km of 220 kV

cables. When energised the existing Inchicore-Maynooth 220 kV double-circuit will

continue to operate, but now via the substation. This is the electrical equivalent of creating

a new junction node on a motorway – electricity will still flow on the circuit between

Inchicore and Maynooth substations, but provision has been made to take some of that

electricity, and to distribute it within this demand area.

The development consequently includes removal of a section (approximately 3 km in

length) of the existing Inchicore-Maynooth 220 kV double-circuit overhead line -

comprising that section of overhead line between the two interface compound sites which

is made redundant. Refer to Drawing No. 7568-2001 for the location of the section to be

removed.

1.2 TOPOGRAPHY

A detailed topographical survey was carried out at each site. The final output of this survey

for the proposed substation site is presented on Drawing No. 7568-2100. The levels vary

in height across the site from 70.45 mOD along the northern boundary of the site, to 73.6

mOD Malin head at the southern boundary of the site.

The proposed interface compound site is T1 is relatively flat. Interface compound site (T5)

varies in level across the site from 60.5 mOD at the western boundary to 61.5 mOD Malin

head along the northern boundary. The site consists of sloped embankment at the

southern end of the site which varies from 61.5 to 58.5 mOD.

1.3 PROPOSED SUBSTATION SITE INFRASTRUCTURE

This section details the site infrastructure that is proposed for sub-station. The proposed

site layout is outlined on Drawing No. 7568-2101 of the Planning Drawings and the detail

of the development are further described elsewhere in this Report.

The following is a schedule of the main infrastructure elements which shall form the

proposed substation:

Gas Insulated Switchgear substation (GIS),


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Access routes, parking areas, and hard standing areas,

Surface Water Infrastructure,

Foul Water Infrastructure,

Potable Water Supply,

Landscaping Features,

Security fence, and

Anti-ram wall.

1.3.1 Site Security

It is vital to ensure that there will be no unauthorised access to the site, particularly to the

compound and the buildings. Unauthorised access could result in the loss of property, loss

of life and/or loss of supply from this strategic asset.

Site security arrangements to prevent unauthorised access at the substation include the

following:

two entrance gates to the compound. One at the entrance to the compound and the

other just off the private access road. These gates will be protected by anti-ram barriers.

Each gate will be 2.6 m high consisting of a mesh panel;

fencing around the entire compound footprint, with the exception of the site entrances,

will comprise of 2.6 m high palisade fencing. The fencing layout is shown on Drawing No.

7568-2101;

a reinforced concrete anti-ram wall 600 millimetre (mm) is incorporated into the design

to prevent intruders having vehicular access to the perimeter fence. This wall will be

tapered at the entrance gate to prevent the access of vehicles to the space between the

anti-ram wall and the compound boundary;

a CCTV system will also monitor the entrance to the substation; and

anti-intruder alarms will be located in all lockable buildings.

1.3.2 Gas Insulated Switchgear (GIS) Buildings

A 220KV and 110kV GIS 2 storey buildings are proposed for the development. The

buildings will provide all necessary welfare facilities, office spaces, monitoring and control

equipment required for the operation and maintenance of the substation. It is envisaged


6

that both buildings will be steel framed, incorporating precast concrete floors and an

insulated cladding system.

Details of the structures and dimensions are included in Drawing No. 7568-2103 to 7568-

2107 of the Planning Drawings. It is envisaged that the two main building will comprise of a

ground floor and a first floor and will include the following areas as shown in Drawing No.

7568-2103 & 7568-2104 of the Planning Drawings:

Cable Room,

Control room,

Battery room,

Toilets and showers, and

Loading platforms.

The design of the main buildings includes all necessary provisions required for the

operation and maintenance of the substation in accordance with safety, health and welfare

at work legislation and other legal requirements.

The building will comply with the latest version of the building regulations (including access

for disabled people).

1.4 SERVICE CONNECTIONS

1.4.1 Water Supply

Potable water supply for the site is proposed to be from the existing county council

watermain system as indicated on Drawing No. 7568-2108. The connection will run within

the build-up of the access route and will have sluice valves as appropriate for isolation.

Fire hydrants will be installed in accordance with the Building Regulations (Technical

Guidance Documents B) for fire fighting purposes.

1.4.2 Surface Water and Foul Water Infrastructure

The layout of the surface water and foul drainage system proposed for the site is shown on

Drawing No. 7568-2108. Runoff surface water will be attenuated on site prior to discharge

to an existing water course to the west of the site.


7

The foul drainage will be connected into an existing manhole located to the west of the

site.

Further information on water supply, surface water and foul infrastructure is provided in

sections 4, 5 & 6 of this report.

1.5 BUILDINGS

1.5.1 Structural Form

The locations of the buildings at the proposed substation are shown on Drawing Nos.

7568-2101, with details shown on Drawing Nos. 7568-2103 & 7568-2104, which form part

of the Planning Application.

The buildings are designed as steel framed structures, with a proprietary cladding,

constructed on reinforced concrete floor slabs. The buildings shall be constructed to the

levels and details provided in the planning application drawings.

1.5.2 Building Heights

The heights of the buildings shall be in compliance with the planning application. The

heights of the various structures are shown on the relevant planning application drawings.

The maximum height of buildings on site is 15 m.

1.6 ACCOMPANYING INFORMATION

This Report is accompanied by Appendices 1 to 3 and the Planning Drawings, which

include the information detailed hereunder.

Table 1.1 Appendices

Appendix Name Appendix Contents

Appendix 1 Water Supply Design

Appendix 2 Surface Water Design

Appendix 3 Foul Water Design


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Table 1.2 Planning Drawings

STATUTORY PLANNING DRAWINGS

Drawing No. Drawing Title

7568-2000 Regional Site Location Map

7568-2001 Site Location Context Map & Project Overview

7568-2002 Site Location Map - Sheet 1 of 4




SUBSTATION COMPOUND WORKS


7568-2100 Substation Compound Existing Site Layout Plan

7568-2101 Substation Compound Proposed Site Layout Plan

7568-2102 Substation Compound Equipment Layout Plan

7568-2103 110kV GIS Buildings Floor Plans & Section

7568-2104 220kV GIS Building Floor Plans & Section

7568-2105 220kV GIS Buildings Elevations

7568-2106 110kV GIS Buildings Elevations

7568-2107 Substation Compound Sections

7568-2108 Substation Compound Drainage & Utilities Layout

7568-2109 Substation Compound Access Drawing

7568-2110 Substation Compound Landscaping Plan

WESTERN INTERFACE COMPOUND DRAWINGS


7568-2120 Western Interface Compound Layout Plan

7568-2121 Western Interface Compound Elevations

7568-2122 Western Interface Compound Drainage Layout Plan

7568-2123 Western Interface Compound Sections

7568-2124 Western Interface Compound Access Drawing

7568-2125 Western Interface Compound Landscaping Plan


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EASTERN INTERFACE COMPOUND DRAWINGS


7568-2130 Eastern Interface Compound Layout Plan

7568-2131 Eastern Interface Compound Elevations

7568-2132 Eastern Interface Compound Drainage Layout Plan

7568-2133 Eastern Interface Compound Sections

7568-2134 Eastern Interface Compound Access Drawing

7568-2135 Eastern Interface Compound Landscaping Plan

STANDARD DETAIL DRAWINGS


7568-2140 220kV Terminal Mast Details

7568-2141 Standard Fencing & Gate Details

7568-2142 Standard Road, Circuit & Drainage Details

7568-2143 Typical Watermain Details

7568-2144 Typical Manhole Details

7568-2145 Typical Cable Joint Bay Details

7568-2135 Landscaping General Planting Details


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2 ACCESS ROUTES AND INTERNAL ROADS

2.1 SUBSTATION COMPOUND

Access to the site will be provided from the R134 via an access road which has recently

been constructed to service the lands to the south of the Grange Castle Business Park.

Refer to Drawing No. 7568-2109 for details.

The substation access has adequate sight lines and has been designed to allow access

for all type of vehicles which are required during the operational phase of the substation.

Internal circulation has been designed using Autotrack software to confirm adequate

turning areas.

The site shell be bounded by a palisade security fence and outside this a 600 mm high

reinforced concrete ram wall will be provided.

Edge restraints shall be provided by an appropriate kerbing system and appropriate

drainage shall be provided to access routes and parking areas.

2.2 INTERFACE COMPOUNDS

Access to the western interface compound site shall be through an existing laneway off the

R120 north of the 12th Lock Bridge. The access route shall be along the proposed circuit

wayleave through existing agricultural land.

Access to the eastern interface compound site shall be from Lynches lane located off the

Ninth Lock Road.

Following the construction of the compounds, access requirements will be minimal, limited

to operational and maintenance vehicles.


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3 EARTH WORKS

3.1 SUBSTATION SITE

The site varies in height across the site from 70.1 mOD along the northern boundary of the

site, to 73.6 mOD Malin at the southern end of the site.

The site is proposed to be regraded to approximately 72.75 mOD therefore material will be

required to be cut from the southern area of the site and fill is required in the northern side

where the ground is required to be raised. It is intended to make the maximum use of the

material on site and minimise the import and export from the site.

A site investigation programme, comprising of trial pits, boreholes and laboratory testing,

was carried out across the site of the proposed substation, to determine the most

appropriate construction methodologies for the site. Refer to the Site Investigation Reports

in Appendix 10-1 of the Planning and Environmental Considerations Report. The findings

are summarised as follows:

o topsoil: encountered in 50-300 mm thickness in most exploratory holes.

o glacial Till: Sandy gravelly clay, frequently with low cobble content and occasionally

with bands of clayey sand and gravel. Typically firm in upper horizons, becoming

stiff with increasing depth.

o bedrock (Limestone): Rockhead was encountered during rotary drilling at depths of

ranging from 2.0 m in BH03, to 3.9 m in BH01.

3.2 INTERFACE COMPOUNDS

Both sites will require the removal of the existing topsoil and subsoil as well as the

importation of stone and bituminous materials.


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4 WATER SUPPLY

The proposed development will require a water supply for:

Potable water for domestic use,

The proposed size of the watermain is 100 mm. The potable water demand within the site

will be low. To avoid problems like stagnation in the water supply line and problems

resulting from this there will be a continual water demand of 24 litres per week from

automatically flushing WC’s within the station. A water meter will be fitted on the public

side near the entrance to the substation.

The watermain layouts including location of valves, hydrants, etc. are shown on Drawing

No. 7568-2108 of the planning drawings.

4.1 POTABLE WATER SUPPLY

Potable water supply for the site is proposed to be from South Dublin County Council

watermain as indicated on Drawing No. 7568-2108 of the planning drawings.

It is proposed to have a combined watermain for domestic and firefighting requirements.

The distribution main shall be 150 mm diameter pipes.

4.1.1 Domestic Supply

It is estimated that the domestic potable water demand for the development will be

approximately 0.35 m3/d (see potable water calculations in Appendix 1 for justification of

this figure).


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5 SURFACE WATER

5.1 GENERAL

To comply with the Greater Dublin Strategic Drainage Study (GDSDS) and best practice

design, it is proposed to limit the discharge from the development to Greenfield runoff

rates. Discharge from the site will be limited to the Greenfield runoff rate through the use of

flow control unit. Surface water runoff from hard standing areas will be discharged through

a perforated pipe laid in crushed stone to a water course which is shown on Drawing No.

7568-2108. The crushed stone acts as to allow infiltration into the ground but also provides

the required attenuation for the worst case scenario, i.e. assuming that there is no

infiltration.

The proposed surface water network showing interceptors, discharge locations, manhole

locations, and direction of flow, is shown on Drawing No. 7568-2108 of the Planning

Drawings. Appendix 2 contains surface water calculations.

5.2 SURFACE WATER DESIGN

Surface water design has been carried out in accordance with requirements of BS 752; the

GDSDS and the “Recommendations for Site Development Works for Housing Areas” –

published by the then Department of the Environment (D.O.E.). Drainage of the site is

achieved by a combination of piped and channel drainage systems. Calculations for the

surface water network are included in Appendix 3.

5.3 SUSTANABLE URBAN DRAINAGE

Implementing the design standards of the GDSDS, the surface water drainage system

takes into account the recommendations of the GDSDS and utilises SuDs (sustainable

urban drainage) devices where appropriate. The layout of the site has been designed to

collect surface water runoff from hardstanding areas and roofs within the development.

From here the water will be subsequently discharged to the existing drainage system at

the appropriate Greenfield run off rates.

The principal behind SuDs is to reduce the quantity of discharge from developments to

predevelopment flows and also to improve the quality of run-off from proposed

developments. Applying the GDSDS, in conjunction with site specific rainfall data, an


14

allowable outflow from the site of 6.7 l/s/ha was calculated. As discussed above, it is

proposed to limit outflow from the site through a control device.

Bearing in mind the requirements of the GDSDS and in order to avoid flooding of the site,

a 1 in a 100 yr storm event was deemed appropriate, for underground storage. This

assessment is based on the “Level of service (flooding) for the site” as per Volume 2 of the

GDSDS, whereby no flooding is allowed on site except where specifically planned for.

Additionally the design has been checked in accordance with the other criteria of the

GDSDS and the design is such that there is no internal property flooding for a 1 in 100

year storm event. The design criteria of the GDSDS determined a storage requirement of

450m³ including a climate change factor of 20%. The detailed calculations are contained in

Appendix 2.

For reference the calculations for onsite Greenfield runoff rates and attenuation storage

and were checked against the HR Wallingford online calculator. Refer to Appendix 2 for

analysis summary.

A design risk assessment has been carried out and a potential risk identified is that

contaminated water from surface water collected in full retention oil interceptor could enter

the surface water system. The electrical transformers in the substation are oil filled

equipment and as such are placed in impermeable bunds. To guard against contamination

it is proposed that no direct connection is provided from bunded areas to the surface water

drainage system. Surface water generated in these bunds will be pumped out by an oil

sensitive pump (BundGuard or similar approved) ensuring that only non contaminated

water enters the site discharge network.

The quality of runoff from the proposed development is improved by the fact that the

surface water attenuated will provide some additional settlement and furthermore, the

runoff will pass through an oil interceptor prior to discharge. The oil interceptors will retain

any hydrocarbons in the runoff and thereby improve the quality of the runoff.

Both of the interceptors have been selected in accordance with supplier guidelines

(Klargester Separators or similar). The full retention oil interceptor (NSFP 15) was


15

selected based on the bund areas and the bypass oil interceptor (NSBP024) was selected

based on the overall site area.

In relation to the capacity of the system the surface water discharge system has been

designed as follows:

o The surface water attenuation will cater for the 1:100yr storm event.

o Discharge from the site shall be restricted to Greenfield runoff rates.

5.4 DRAINAGE-AT INTERFACE COMPOUNDS

The proposed interface compounds will be finished with tarmac. Drainage for both sites is

designed such that water will flow into the filter drains located on the perimeter of the site.

These filter drains are sized such that they can provide the required storage for a 1:100

year event

At the Western Interface Compound site, the surface water will be diverted to an existing

watercourse close to the site. As for the Eastern Compound site, the surface water runoff

will be connected to the existing storm water network.

The design criteria of the GDSDS determined a storage requirement of 78m³ including a

climate change factor of 20% for both sites. The detailed attenuation calculations for the

interface compounds are contained in Appendix 2.

Bearing in mind the requirements of the GDSDS and in order to avoid flooding of the site,

a 1 in a 100 yr storm event was deemed appropriate, for underground storage.


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6 FOUL WATER

6.1 GENERAL

The foul drainage proposals have to cater for the wastewater generated in the welfare

facilities of the proposed development. These welfare facilities include for a canteen, toilet

and wash hand basin in each of the two buildings.

The proposed foul water network is shown on Drawing No. 7568-2108 of the planning

drawings. The foul collection network shall be a gravity system, as the gradient of the site

is suitable to allow gravity discharge to an existing foul sewer located to the east.

Appendix 3 contains calculations with respect to the foul discharge loading and network

characteristics.

6.2 SANITARY WASTEWATER

Sanitary wastewater i.e., wastewater from toilets, washing facilities, canteen etc. will be

collected in each building and directed to the existing public foul sewer, via a foul water

collection network. It is estimated that up to 0.32 m3/day of sanitary wastewater will be

discharged to the sewer. This was based on 5 people employed at the substation and a

maximum of two visitors a day.

If the facilities were to become unmanned resulting in a much lower foul loading. A

common problem on such unmanned stations is odours in the toilets. It is proposed to use

self flushing toilets in the station, which would flush automatically twice a week.


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7 SUSTAINABILITY

Sustainability has been to the fore in the design and planning of the proposed substation.

The following elements have been included in the design of the substation.

7.1 SUSTAINABLE URBAN DRAINAGE (SUDS)

The principals of Sustainable Urban Drainage (Suds), as set down by the Greater Dublin

Strategic Drainage Study, have been implemented in the design of this substation and

specific reference should be made to Section 5 of this Report. The following specific

measures have been incorporated into the design which will reduce the quantity of runoff

produced and improve the quality of the runoff;

Attenuation of storm water run-off (1:100yr event) and discharge at Greenfield

runoff rates [controlled by a flow control device].

Surface water collection systems to pass through oil interceptors and bund guards.

7.2 MATERIALS RE-USE

It is envisaged that materials onsite will tested and reused where possible. Topsoil and

subsoil will be utilised where possible to other areas of the site for landscaping purposes.


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8 CONSTRUCTION QUALITY ASSURANCE

In order to provide assurance that the substation is constructed in accordance with the

intended design and technical specifications, a comprehensive Construction Quality

Assurance (CQA) plan will be implemented during the construction stage. The CQA plan

will include Construction Quality Control (CQC) procedures to ensure that materials and

workmanship meet defined specifications.

Construction quality control procedures will include the integrity testing of all surface water,

foul water, process water pipe work and underground structures in accordance with

industry accepted standards and procedures.


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9 HEALTH & SAFETY

9.1 GENERAL

TOBIN Consulting Engineers have complied with the obligations as set out in the Safety,

Health, and Welfare at Work Construction Regulations 2013. Principles of Prevention have

been considered and a design risk assessment for the site development elements of the

works has been carried out. Hazards have been identified and where possible they have

been engineered out. Where this has not been possible, mitigation measures have been

included. A record shall be kept of any residual risks arising and these will be passed on to

the contractor in the preliminary Health and Safety Plan, prior to the construction stage.

Appendix 1

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APPENDIX 1

Water Supply Design Potable Water Calculations

File Location:

This Element:

Potable Supply for Domestic Use

Design Population

Site Max. No. Visitors

220/110kV Substation 2.0 persons

60.0 l/day/person (See Note 2)

10.0 l/day/person (See Note 2)

DemandEPA Design

Guidelines

Avg. Daily Demand 0.004 l/sec 117 m3/annum

Peak Demand 0.009 l/sec

Pipe Sizing Ø velocity

100 0.0012 m/s

150 0.0005 m/s

200 0.0003 m/s

250 0.0002 m/s

Therefore, use 100 mm diameter watermains

Notes:

1. Pipe sizing uses an average velocity of v = 1.2 m/s

2. The Flow rates are obtained from Table 3 Wastewater Treatment Manuals (pg.8).

3. Wavin Polyethylene Water Systems Technical Guide - max. velocity = 5.0 m/s

4 Assumption made that 5 employees will be working at the Sub station with a maximun of 2 visitors per day

Designer: DC

ELEMENT: Potable Water Demand Date: 19/10/2015

W:\Projects\7568 - West Dublin 220 110 kV\04-Documents\01-Reports\Engineering Services

Potable Water Demand

CALCULATION SHEET Ref No: 7568

Sheet No: 1PROJECT: West Dublin 220/110kV Substation

Staff Water Usage Rate

Visitor Water Usage Rate

Max. No. Employees (5) Total

5.0 persons 7.0 persons

Appendix 2

21

APPENDIX 2

Surface Water Design

Greenfield Runoff Calculation

Attenuation System Calculations Specification sheet for Oil Interceptors

Specification sheet for Bund Guard HR Wallingford Greenfield Runoff Estimation

HR Wallingford Surface Water Storage Requirement

File location:

This Element: Greenfield Runoff

Engineer: David Conneran

Runoff Estimation

Qbar = 0.00108*(AREA)0.89

*(SAAR)1.17

*(SOIL)2.17

SAAR = 1048 mm

Area = 50 ha

= 0.5 km2

SOIL = 0.3 (0.15S1 + 0.3S2 + 0.4S3 + 0.45S4 + 0.5S5)

Soil type S1 0 0.1

S2 1 0.3

S3 0 0.37

S4 0 0.47

S5 0 0.53

Qbar = 0.14611099 m3/s

= 146.11 l/s

Allowable Runoff = 2.922219796 l/s/ha (Criterion 4.3, Table 6.3, GDSDS - Volume 2)

5

Site Area discharging to Sewer

T Multiplier Flow/ha Flow to Sewer 18183.5 m2

2 0.92 2.688 4.889 1.81835 Ha

10 1.67 4.880 8.874

20 1.96 5.728 10.415

30 2.08 6.088 11.070

50 2.33 6.809 12.381

100 2.61 7.627 13.869

W:\Projects\7568 - West Dublin 220 110 kV\04-Documents\01-Reports\Engineering Services Report\Appendix 2 Surface Water\[7568-201015-

Greenfield Runoff.xls]Greenfield Runoff

CALCULATION SHEET

Institute of Hydrology report No. 124 - Flood

Estimation for Small Catchments

Designer: DCPROJECT: West Dublin 220/110 Kv Substation

ELEMENT: Greenfield Runoff Calculation

Sheet No: 1

Ref No: 7568

Date: 20/10/2015

0.000

2.000

4.000

6.000

8.000

10.000

12.000

14.000

16.000

1 10 100

Flow to Sewer

Flow …

SURFACE WATER STORAGE : PIPE/TANK

Storage Required for Attenuation

Storm Return Period = 100 Years

Total Site Area = 1.1823 Hectares (ha)

Existing Open Space = 1.1823 ha

Proposed Impermeable Area

Roof Area = 0.13 ha ………….@ 100%

Bunded Area = 0.08 ha ………….@ 100%

Hard Standing /Road Area = 0.25 ha ………….@ 100%

Stoned Area = 0.72 ha ………….@ 30%

Permeable Area ha ………….@

Allowable Outflow = 6.724 Litres/sec/ha

Rainfall Intensity as recorded at Grange Castle 1 hectare = 10,000m2

Duration Rainfall Intensity Rainfall Proposed Total Allowable Storage

Runoff Runoff Outflow Req'd

(min) (mm) (mm/hr) (m3/ha) (m

3) (m

3) (m

3) (m

3)

5 19.68 236.16 197 133 133 2 130

10 27.48 164.88 275 186 186 5 181

15 32.40 129.60 324 219 219 7 212

30 40.68 81.36 407 275 275 14 260

60 51.00 51.00 510 344 344 29 316

120 64.08 32.04 641 433 433 57 375

240 80.52 20.13 805 544 544 114 429

360 92.04 15.34 920 621 621 172 450

720 115.68 9.64 1157 781 781 343 438

1440 145.20 6.05 1452 980 980 687 293

2880 158.28 3.30 1583 1069 1069 1374 -305

Minimum value of storage required = 450 m3

Oversized Pipe Requirements Tank Requirements

Pipe dia. Length X = 19 m

Y = 1.2 m

(mm) (m) Z = 19 m

600 1590

900 707

1050 519

1200 398

1500 254 Y

Z

Date: ELEMENT: Attenuation Calculation - Substation 10/12/2015

DCWest Dublin 220kV/110kV Substation

Designer: PROJECT:

Sheet No: 1


ELEMENT: Attenuation Calculation Date: 10/12/2015

DC

Sheet No: 2PROJECT: West Dublin 220kV/110kV Substation

Designer:


SURFACE WATER STORAGE : PIPE/TANK

Storage Required for Attenuation

Storm Return Period = 100 Years

Total Site Area = 0.0901 Hectares (ha)

Existing Open Space = 0.0901 ha

Proposed Impermeable Area

Roof Area = ha ………….@ 100%

Bunded Area = ha ………….@ 100%

Hard Standing /Road Area = 0.09 ha ………….@ 100%

Stoned Area = ha ………….@ 30%

Permeable Area ha ………….@

Allowable Outflow = 6.724 Litres/sec/ha

Rainfall Intensity as recorded at Grange Castle 1 hectare = 10,000m2

Duration Rainfall Intensity Rainfall Proposed Total Allowable Storage

Runoff Runoff Outflow Req'd

(min) (mm) (mm/hr) (m3/ha) (m

3) (m

3) (m

3) (m

3)

5 19.68 236.16 197 18 18 0 18

10 27.48 164.88 275 25 25 0 24

15 32.40 129.60 324 29 29 1 29

30 40.68 81.36 407 37 37 1 36

60 51.00 51.00 510 46 46 2 44

120 64.08 32.04 641 58 58 4 53

240 80.52 20.13 805 73 73 9 64

360 92.04 15.34 920 83 83 13 70

720 115.68 9.64 1157 104 104 26 78

1440 145.20 6.05 1452 131 131 52 78

2880 158.28 3.30 1583 143 143 105 38

Minimum value of storage required = 78 m3

Oversized Pipe Requirements Tank Requirements

Pipe dia. Length X = 8 m

Y = 1.2 m

(mm) (m) Z = 8 m

600 278

900 123

1050 91

1200 69

1500 44 Y

Z

ELEMENT: Attenuation Calculation - Interface Compounds Date: 05/10/2015

PROJECT: West Dublin 220kV/110kV SubstationDesigner: DC


Sheet No: 1

ELEMENT: Attenuation Calculation - Interface Compounds Date: 05/10/2015

Sheet No: 2

DCPROJECT: West Dublin 220kV/110kV Substation

Designer:


Env i ronmenta l

SeparatorsA Range of Fuel/Oil Separators for Peace of Mind

ADVANCED

ROTOMOULDED

CONSTRUCTION ON

SELECTED MODELS!

ADVANCED

ROTOMOULDED

CONSTRUCTION ON

SELECTED MODELS!

Sustainable, Reliable, Affordable

2

Surface water drains normally discharge to a watercourseor indirectly into underground waters (groundwater) viaa soakaway. Contamination of surface water by oil,chemicals or suspended solids can cause these dischargesto have a serious impact on the receiving water.

The Environment Regulators, Environment Agency, Englandand Wales, SEPA, Scottish Environmental ProtectionAgency in Scotland and Department of Environment &Heritage in Northern Ireland, have published guidance onsurface water disposal, which offers a range of means ofdealing with pollution both at source and at the point ofdischarge from site (so called ‘end of pipe’ treatment).These techniques are known as ‘Sustainable DrainageSystems’ (SuDS).

Where run-off is draining from relatively low risk areas such ascar-parks and non-operational areas, a source controlapproach, such as permeable surfaces or infiltration trenches,may offer a suitable means of treatment, removing the need fora separator.

Oil separators are installed on surface water drainage systemsto protect receiving waters from pollution by oil, which may bepresent due to minor leaks from vehicles and plant, fromaccidental spillage.

Effluent from industrial processes and vehicle washing shouldnormally be discharged to the foul sewer (subject to theapproval of the sewerage undertaker) for further treatmentat a municipal treatment works.

Separator Standards and TypesA British (and European) standard (BS EN 858-1 and 858-2)for the design and use of prefabricated oil separators has beenadopted. New prefabricated separators should comply with thestandard.

Separator ClassesThe standard refers to two ‘classes’ of separator, based onperformance under standard test conditions.

Class IDesigned to achieve a concentration of less than 5mg/l of oilunder standard test conditions, should be used when theseparator is required to remove very small oil droplets.

Class IIDesigned to achieve a concentration of less than 100mg/l oilunder standard test conditions and are suitable for dealingwith discharges where a lower quality requirement applies(for example where the effluent passes to foul sewer).

Both classes can be produced as full retention or bypassseparators. The oil concentration limits of 5 mg/l and 100 mg/lare only applicable under standard test conditions. It shouldnot be expected that separators will comply with these limitswhen operating under field conditions.

Full Retention SeparatorsFull retention separators treat the full flow that can bedelivered by the drainage system, which is normally equivalentto the flow generated by a rainfall intensity of 65mm/hr.On large sites, some short term flooding may be an acceptablemeans of limiting the flow rate and hence thesize of full retention systems.

Bypass SeparatorsBypass separators fully treat all flows generated by rainfallrates of up to 6.5mm/hr. This covers over 99% of all rainfallevents. Flows above this rate are allowed to bypass theseparator. These separators are used when it is considered anacceptable risk not to provide full treatment for high flows, forexample where the risk of a large spillage and heavy rainfalloccurring at the same time is small.

Forecourt SeparatorsForecourt separators are full retention separators specified toretain on site the maximum spillage likely to occur on a petrolfilling station. They are required for both safety andenvironmental reasons and will treat spillages occurring duringvehicle refuelling and road tanker delivery. The size of theseparator is increased in order to retain the possible loss of thecontents of one compartment of a road tanker, which may beup to 7,600 litres.

Selecting the Right SeparatorThe chart on the following page gives guidance to aid selectionof the appropriate type of fuel/oil separator for use in surfacewater drainage systems which discharge into rivers andsoakaways.

For further detailed information, please consult theEnvironment Agency Pollution Prevention Guideline 03 (PPG 3)‘Use and design of oil separators in surface water drainagesystems’ available from their website.

Klargester Environmental has a specialist team who providetechnical assistance in selecting the appropriate separator foryour application.

Introduction

3

Source controlSuDS should

be consideredwhere possible

The use of SuDS should be considered at all sites and they shouldbe incorporated where suitable. SuDS can be used to polish the

effluent from these separators before it enters the environment6

Yes

Yes

Yes Yes No

Is there risk of oilcontaminating the

drainage from the site?

Risk ofinfrequent lightcontaminationand potential

for smallspills only,

e.g. car park

Source controlSuDS must beconsidered and

incorporatedwhere suitable

Risk of regularcontamination

of surface waterrun off with oiland/or risk oflarger spills,e.g. vehicle

maintenancearea, goods

vehicle parkingor vehicle

manoevering5

Drainage willalso contain

dissolved oils,detergents or

degreaserssuch as vehiclewash water andtrade effluents,e.g. industrial

sites

Fuel oils aredelivered to

and dispensedon site,

e.g. retailforecourts

Very low riskof oil

contamination,e.g. roof water

If not suitable

Yes

YesYes

Yes

Yes

Clean watershould not be

passed throughthe separator

unless the sizeof the unit is

increasedaccordingly

BypassSeparator withalarm required

Class I ifdischarge to

surface water2,3

Class II ifdischarge tofoul sewer1

Full RetentionSeparator withalarm required


surface water2

Class II ifdischarge tofoul sewer1

Trade effluentsmust be

directed to thefoul sewer1

It may need topass througha separator

beforedischarge to

sewer forremoval of

free oils

Full Retention‘Forecourt’

Separator withalarm required


surface water2

Class II ifdischarge tofoul sewer1,4

Separator notrequired

1 You must seek prior permission from your local sewer provider before you decide which separator to install and before you make any discharge.2 You must seek prior permission from the relevant environmental body before you decide which separator to install.3 In this case, if it is considered that there is a low risk of pollution a source control SuDS scheme may be appropriate.4 In certain circumstances, the sewer provider may require a Class 1 separator for discharges to sewer to prevent explosive atmospheres from being generated.5 Drainage from higher risk areas such as vehicle maintenance yards and goods vehicle parking areas should be connected to foul sewer in preference to surface water.6 In certain circumstances, a separator may be one of the devices used in the SuDS scheme. Ask us for advice.

Bypass SeparatorNSBP Range

4

Unit Flow Peak Drainage Storage Unit Unit Access Base to Base to Standard Min. StandardNominal (l/s) Flow Area Capacity Length Dia. Shaft Inlet Outlet Fall Inlet PipeworkSize Rate (m2) (litres) (mm) (mm) Diameter Invert Invert Across Invert Diameter

(l/s) Silt Oil (mm) (mm) (mm) Unit (mm) (mm)

NSBP003 3 30 1670 300 45 1700 1350 600 1420 1320 100 500 315

NSBP004 4.5 45 2500 450 68 1700 1350 600 1420 1320 100 500 315

NSBP006 6 60 3335 600 90 1700 1350 600 1420 1320 100 500 315

NSBP008 8 80 4445 800 120 3065 1225 750 1450 1350 100 500 315

NSBP010 10 100 5560 1000 150 3065 1225 750 1450 1350 100 500 315

NSBP012 12 120 6670 1200 180 3915 1225 750 1450 1350 100 500 315

NSBP015 15 150 8335 1500 225 3915 1225 750 1450 1350 100 500 315

NSBP018 18 180 10000 1800 270 3200 2012 600 2110 2010 100 1000 375

NSBP024 24 240 13340 2400 360 3200 2012 600 2110 2010 100 1000 375

NSBP030 30 300 16670 3000 450 3915 2012 600 2110 2010 100 1000 450

NSBP036 36 360 20000 3600 540 3915 2012 600 2110 2010 100 1000 525

NSBP055 55 550 30560 5500 825 5085 2820 600 2310 2060 250 1000 750

NSBP072 72 720 40000 7200 1080 5820 2820 600 2310 2060 250 1500 750

NSBP084 84 840 46670 8400 1260 6200 2820 600 2310 2010 300 1500 750

NSBP096 96 960 53340 9600 1440 7375 2820 600 2310 2010 300 1500 825

NSBP110 110 1100 61110 11000 1650 7925 2820 600 2360 2010 350 1500 825

NSBP130 130 1300 72225 13000 1950 8725 2820 600 2360 2010 350 1500 825

Sizes & Specifications:

ApplicationBypass separators are used when it is considered anacceptable risk not to provide full treatment, for very highflows, and are used, for example, where the risk of a largespillage and heavy rainfall occurring at the same time is small, e.g.

• Surface car parks.• Roadways.

• Lightly contaminated commercial areas.

PerformanceKlargester Environmental were one of the first UK manufacturers tohave separators tested to EN 858-1 and have now added theNSBP bypass range to their portfolio of certified and testedmodels. The NSBP number denotes the maximum flow at whichthe separator treats liquids. The British Standards Institute (BSI)tested the required range of Klargester full retention separatorsand certified their performance in relation to their flow and processperformance assessing the effluent qualities to the requirements ofBS EN 858-1. Klargester bypass separator designs follow theparameters determined during the testing of the required range ofbypass separators.

Each bypass separator design includes the necessary volumerequirements for:

• Oil separation capacity.• Oil storage volume.• Silt storage capacity.• Coalescer.

The unit is designed to treat 10% of peak flow. The calculateddrainage areas served by each separator are indicated accordingto the formula given by PPG3 NSB = 0.0018A(m2).Flows generated by higher rainfall rates will pass through partof the separator and bypass the main separation chamber.

Class I separators are designed to achieve a concentration of5mg/litre of oil under standard test conditions.

Rotomoulded chamber construction GRP chamber construction

Advanced

rotomoulded construction

on selected models

• Compact and robust

• Require less backfill

• Tough, lightweight and

easy to handle

Class II separators are designedto achieve a concentration of 100mg/litreof oil under standard test conditions.

Features• Light and easy to install.• Class I and Class II designs.• Inclusive of silt storage volume.• Fitted inlet/outlet connectors.• Vent points within necks.• Oil alarm system available (required by BS EN 858-1 and PPG3).• Extension access shafts for deep inverts.• Maintenance from ground level.• GRP or rotomoulded construction (subject to model).

To specify a nominal size bypass separator, the following informationis needed:-

• The calculated flow rate for the drainage area served.Our designs are based on the assumption that anyinterconnecting pipework fitted elsewhere on site does notimpede flow into or out of the separator and that the flowis not pumped .

• The required discharge standard. This will decide whether aClass I or Class II unit is required.

• The drain invert inlet depth.

• Pipework type, size and orientation.

Full Retention SeparatorNSFP Range

5

Unit Flow Drainage Storage Unit Unit Base to Base to Min. StandardNominal (l/s) Area (m2) Capacity Length Dia. Inlet Outlet Inlet PipeworkSize PPG-3 (litres) (mm) (mm) Invert Invert Invert Diameter

(0.018) Silt Oil (mm) (mm) (mm) (mm)

NSFP 3 3 170 300 30 1700 1350 1420 1370 500 160

NSFP 6 6 335 600 60 1700 1350 1420 1370 500 160

NSFP 10 10 555 1000 100 2610 1225 1050 1000 500 200

NSFP 15 15 835 1500 150 3910 1225 1050 1000 500 200

NSFP 20 20 1115 2000 200 3200 2010 1810 1760 1000 315

NSFP 30 30 1670 3000 300 3915 2010 1810 1760 1000 315

NSFP 40 40 2225 4000 400 4640 2010 1810 1760 1000 315

NSFP 50 50 2780 5000 500 5425 2010 1810 1760 1000 315

NSFP 65 65 3610 6500 650 6850 2010 1810 1760 1000 315

NSFP 80 80 4445 8000 800 5744 2820 2500 2450 1000 315

NSFP 100 100 5560 10000 1000 6200 2820 2500 2450 1000 400

NSFP 125 125 6945 12500 1250 7365 2820 2500 2450 1000 450

NSFP 150 150 8335 15000 1500 8675 2820 2550 2450 1000 525

NSFP 175 175 9725 17500 1750 9975 2820 2550 2450 1000 525

NSFP 200 200 11110 20000 2000 11280 2820 2550 2450 1000 600


Application Full retention separators are used in high risk spillage areassuch as:

• Fuel distribution depots.

• Vehicle workshops.

• Scrap Yards

PerformanceKlargester Environmental were the first UK manufacturer to havethe required range (3-30 l/sec) certified to EN 858-1 in the UK.The NSFP number denotes the flow at which the separatoroperates.

The British Standards Institute (BSI) have witnessedthe performance tests of the required range of separators andhave certified their performance, in relation to their flow andprocess performance to ensure that they met the effluentquality requirements of BS EN 858-1. Larger separator designshave been determined using the formulas extrapolated from thetest range.

Each full retention separator design includes the necessary volumerequirements for:

• Oil separation capacity.

• Oil storage volume.

• Silt storage capacity.

• Coalescer (Class I units only).

• Automatic closure device.

Klargester full retention separators treat the whole of thespecified flow.

Features• Light and easy to install.

• Class I and Class II designs.

• 3-30 l/sec range independently tested and performancesampled, certified by the BSI.

• Inclusive of silt storage volume.

• Fitted inlet/outlet connectors.

• Oil alarm system available.

• Vent points within necks.

• Extension access shafts for deep inverts.

• Maintenance from ground level.

• GRP or rotomoulded construction (subject to model).

To specify a nominal size full retention separator, the followinginformation is needed:-

• The calculated flow rate for the drainage area served.Our designs are based on the assumption that anyinterconnecting pipework fitted elsewhere on site does notimpede flow into or out of the separator and that the influent isnot pumped.

• The required discharge standard. This will decide whether aClass I or Class II unit is required.

• The drain invert inlet depth.

• Pipework type, size and orientation.

Rotomoulded chamber construction GRP chamber construction

Advancedrotomoulded constructionon selected models• Compact and robust• Require less backfill• Tough, lightweight andeasy to handle

Washdown & SiltSeparator Range

Car Wash Silt Trap

6

Ref. Total Max. Max. Length Diameter Access Base to Base to Standard Min. Standard ApproxCapacity Rec. Flow (mm) (mm) Shaft Inlet Outlet Fall Inlet Pipework Empty(Litres) Silt Rate Dia. Invert Invert Across Invert Diameter (Kg.)

(l/s) (mm) (mm) (mm) Unit (mm) (mm)

W1/012 1200 600 3 1310 1225 460 1150 1100 50 500 160 60

W1/020 2000 1000 5 2210 1225 460 1150 1100 50 500 160 120

W1/030 3000 1500 8 3060 1225 460 1150 1100 50 500 160 150

W1/040 4000 2000 11 3910 1225 460 1150 1100 50 500 160 180

W1/060 6000 3000 16 4530 1440 600 1360 1310 50 500 160 320

W1/080 8000 4000 22 3200 2020 600 2005 1955 50 500 160 585

W1/100 10000 5000 27 3915 2020 600 2005 1955 50 500 160 680

W1/120 12000 6000 33 4640 2020 600 2005 1955 50 500 160 770

W1/150 15000 7500 41 5435 2075 600 1940 1890 50 500 160 965

W1/190 19000 9500 52 6865 2075 600 1940 1890 50 500 160 1200


Application This unit can be used in areas such as car wash and othercleaning facilities that discharge directly into a foul drain, whichfeeds to a municipal treatment facility.

If emulsifiers are present the discharge must not be allowed toenter an NS Class I or Class II unit.

• Car wash.

• Tool hire depots.

• Truck cleansing.

• Construction compounds cleansing points.

PerformanceSuch wash down facilities must not be allowed to dischargedirectly into surface water but must be directed to a foulconnection leading to a municipal treatment works as they utiliseemulsifiers, soaps and detergents, which can dissolve anddisperse the oils.

Features• Light and easy to install.• Inclusive of silt storage volume.• Fitted inlet/outlet connectors.• Vent points within necks.• Extension access shafts for deep inverts.• Maintenance from ground level.

Application Car Wash silt trap is designed for use before a separatorin car wash applications to ensure effective silt removal.

Features• Galvanised heavy duty cover.• Light and easy to install.• Maintenance from ground level.

ForecourtSeparator Range

Alarm Systems

7

British European Standard BS EN 858-1 and Environment AgencyPollution Prevention Guideline PPG3 requires that all separators are tobe fitted with an oil level alarm system and that it should be installedand calibrated by a suitably qualified technician so that it will respondto an alarm condition when the separator requires emptying.

• Easily fitted to existing tanks.• Excellent operational range.• Visual and audible alarm.• Additional telemetry option.


Enviroceptor Backfill Total Drainage Max. Length Diameter Access Base to Base to Std. Min. Std. EmptyClass Type Cap. Area Flow (mm) (mm) Shaft Inlet Outlet Fall Inlet Pipe- Weight

(L) (M2) Rate Dia. Invert Invert Across Invert work (Kg.)(l/s) (mm) (mm) (mm) Unit (mm) (mm)

I Concrete 10000 720 15 3915 2020 600 2180 2130 50 600 160 620

II Concrete 10000 720 15 3915 2020 600 2180 2130 50 600 160 620

• Oil storage volume.• Coalescer (Class I unit only).• Automatic closure device.• Oil alarm system available.

Installation The unit should be installed on a suitable concrete base slab andsurrounded with a concrete backfill. Structural grade units canalso be supplied suitable for installation within a granular backfill(i.e. pea gravel). Please specify unit required when ordering.

If the separator is to be installed within a trafficked area, then asuitable cover slab must be designed to ensure that loads are nottransmitted to the unit.

The separator should be installed and vented in accordance withHealth and Safety Guidance Note HS(G)41 for filling stations,subject to Local Authority requirements.

ApplicationThe forecourt separator is designed for installation in petrol fillingstation forecourts and similar applications. The function of theseparator is to intercept hydrocarbon pollutants such as petroleumand oil and prevent their entry to the drainage system, thusprotecting the environment against hydrocarbon contaminatedsurface water run-off and gross spillage.

PerformanceOperation ensures that the flow cannot exit the unit without firstpassing through the coalescer assembly.

In normal operation, the forecourt separator has sufficient capacityto provide storage for separated pollutants within the mainchamber, but is also able to contain up to 7,600 litres of pollutantarising from the spillage of a fuel delivery tanker compartment onthe petrol forecourt. The separator has been designed to ensurethat oil cannot exit the separator in the event of a major spillage,subsequently the separator should be emptied immediately.

Features• Light and easy to install.• Inclusive of silt storage volume.• Fitted inlet/outlet connectors.• Vent points within necks.• Extension access shafts for deep inverts.• Maintenance from ground level.• Class I and Class II design.

Kingspan Environmental Solutions

Commercial SewageTreatment Plants

Large CapacityPumping Stations

Stormwater AttenuationSystems

Residential & CommercialRainwater Harvesting

Domestic SewageTreatment Plants

Packaged PumpSystems

Septic Tanks Below GroundStorage Tanks

Grease & Silt Traps Packaged DrainageSystems

Domestic RainwaterHarvesting

Garden WateringSystems

Reed Beds

Oil/Water Separators

Issue No. 6: October 2009

80%

Cert

no.

XX-

XXX-

0000

00-X

X

Other ApplicationsAs specialists in wastewater we are able to provide solutions for manydifferent applications. Please contact us for further information.

Klargester EnvironmentalIreland: Unit 1a, Derryboy Road, Carnbane Business Park, Newry, Co. Down BT35 6QH

(NI) Tel: +44 (0) 28 302 66799 Fax: +44 (0) 28 302 60046(IRL) Tel: 048 302 66799 Fax: 048 302 60046

email: [email protected]

Visit our website www.klargester.ie, or our company website www.kingspanenv.comKlargester is part of Kingspan Environmental.

In keeping with Company policy of continuing research and development and in order to offer our clients the most advanced products,Kingspan Environmental reserves the right to alter specifications and drawings without prior notice.

Kingspan Environmental ServiceWho better to look after yourwastewater product than thepeople who designed and built it?

Kingspan Environmental have adedicated service division providingmaintenance for wastewater andrainwater products.

Factory trained engineers are available for site visits as part ofa planned maintenance contract or on a one-off call out basis.

To find out more aboutprotecting your investmentand ensuring peace of mind,contact us on (NI) 028 302 54077,(IRL) 048 302 54077or visit us online atwww.kingspanenvservice.com

BundGuard

www.pollutionprevention.co.uk Tel: +44 (0) 1484 845 000Andel Ltd and BSI registered address

Andel Ltd, New Mills, Brougham Road, Hudders�eld, West Yorkshire, HD7 6AZ

Andel-PPLBundGuardAutomatic oil and water separating pump system

The Andel-PPL BundGuard system was developed in 1992 specifically at the request of the UK electricity industry who faced serious water removal problems at substation sites all over the country. Since then many thousands of BundGuard units have been installed nationwide protecting the environment and the operator of the site.

Any tank, drum or plant containing more than 200 litres of oil must be provided with some form of secondary containment or "bund", to retain leaks, spills or worse. By law the bund must be capable of holding at least 110% of the contents of the main oil tank.

Larger oil storage tanks and equipment such as electricity transformers may contain several thousand litres of oil and are likely to be open to the elements. The bund will collect rainwater and, before too long, the holding capacity of the bund will be significantly reduced. Obviously as oil floats on water, once the capacity drops below 100% there is a risk of oil escaping over the bund wall in the event of tank failure.

The Andel-PPL BundGuard is a cost-effective, self-contained and easy to fit automatic pump and alarm unit which works continuously and automatically 24 hours, 7 days a week, 365 days a year. Using advanced circuitry and micro controller technology, the system discriminates between oil and water; it keeps oil in and expels water from the containment area. The robust, all stainless steel, pump and sensor unit is located in the sump and monitors the different liquid levels. The control unit activates the pump as required to remove only clean water safe to foul sewer or interceptor (depending on site circumstances). Failsafe systems and a range of visual and relay alarm outputs ensure complete safety and allow onward communication to remote monitoring systems.

The use of the Andel-PPL BundGuard system removes the need for regular emptying of the bund by waste contractors thus reducing your costs, environmental impact and carbon footprint.

Control Panel

Power: 110/230 VAC, 440Watts (total inc pump)Construction: Stainless steel, IP66 ratedDimensions: 320h x 260w x 120dIndicators: LEDs; Mains Supply, Pump Active, High Water Alarm, High Oil Alarm, Pump DisableLCD; Pump Operation CounterOutputs: Mains fail, High Water, High Oil, Pump Disable rated at; 10A @ 230VAC (AC1) 0.1A@ 220VDC (DC1)Fixing: Wall/surface mount via external fixing lugs

Sensor Unit

Power & Voltage: nominalConstruction: Stainless steel, immersion proofDimensions: 570h x 180w x 70dFixing: Free standing in base of sump

Pump

Power & Voltage: 230 VAC (110VAC optional)Construction: Stainless steelDimensions: 250h x 160wSafety: Thermal trip; self resetFlow Rate: 110litres per minute at 2-3metre headFixing: Part of the sensor unit

Optional

A “plug and play” option to simplify maintenance for sites where the BundGuard may require more frequent attention. All connections between the sensor and panel via IP68 connectors.

The Andel-PPL BundGuard comes complete with a fixing kit (glands, jubilee clips, hose clips and fixings), anti-syphon device and 5metres of 18bar flexible hose. The unit is preconfigured in the factory although some on-site adjustment may be carried out if needed. No further calibration is required. Maintenance should be carried out every 6/12months depending on site conditions.

Ideally the sump should measure 60cm x 60cm x 60cm, call us for advice if your sump measures differently. The sump size and capacity affects the efficiency of the pumping system.

E&OE 11r04 FM 512048

ISO 9001:2008

Guidance note for the Control ofPollution (Oil Storage) (England) Regulations 2001

Clause 29

“It is recommended that the water be collected in a sump formed in the base of the bund and removed using a manually operated pump or by baling. A fail-safe automatic pumping system can be used, which monitors the oil and water interface, and automatically activates to pump out only water.”

http://www.defra.gov.uk

FLOODLINE

IWS

Optional IP 68 connectors

www.hrwallingford.com

Greenfield runoff estimation for sites

This is an estimation of the greenfield runoff rate limits that are needed to meet normal best practice criteria in line with Environment Agency guidance “Preliminary rainfall runoff management for developments”, W5-074/A/TR1/1 rev. E (2012) and the CIRIA SUDS Manual (2007). It is not to be used for detailed design of drainage systems. It is recommended that every drainage scheme uses hydraulic modelling software to finalise volume requirements and design details before drawings are produced.

Site characteristics

Total site area ha

Significant public open space ha

Area positively drained ha

Methodology

Greenfield runoff method IH124

Qbar estimation method

SPR estimation method

SOIL type

HOST class

SPR

Site name:

Latitude:

Longitude:

Reference:

Date:

Site coordinates

Site location:

Hydrological characteristicsDefault Edited

SAAR mm M5-60 Rainfall Depth mm ‘r’ Ratio M5-60/M5-2 day FEH/FSR conversion factor Hydrological region Growth curve factor: 1 year Growth curve factor: 10 yearGrowth curve factor: 30 year Growth curve factor: 100 year

Greenfield runoff ratesDefault Edited

Qbar l/s1 in 1 year l/s1 in 30 years l/s1 in 100 years l/sPlease note that a minimum flow of 5 l/s applies to any site

HR Wallingford Ltd, the Environment Agency and any local authority are not liable for the performance of a drainage scheme which is based upon the output of this report.

2.61

2.08

1.1

941

1

1.1

0.3

1.67

Grange Castle, Clondalkin

2.84

1

0.3

6.44966° W

17

6.05

West Dublin 220kV Substation Site

0.92

5.91

2.61

Calculate from SOIL type

53.31552° N

1.72

5.00

0.30

7.41

941

Calculate from SPR and SAAR

2.13

17

0.85

12

N/A

12

7.41

2

0

16 Oct 2015

gc7rm1z92j2b / 1.1

2.84

5.00


Greenfield runoff estimation for sites

This is an estimation of the greenfield runoff rate limits that are needed to meet normal best practice criteria in line with Environment Agency guidance “Preliminary rainfall runoff management for developments”, W5-074/A/TR1/1 rev. E (2012) and the CIRIA SUDS Manual (2007). It is not to be used for detailed design of drainage systems. It is recommended that every drainage scheme uses hydraulic modelling software to finalise volume requirements and design details before drawings are produced.


Total site area ha



Methodology

Greenfield runoff method FEH

Qmed estimation method

BFI and SPR estimation method

HOST class

BFI / BFIHOST

Qmed l/s

Qbar / Qmed Conversion Factor

Site name:

Latitude:

Longitude:

Reference:

Date:

Site coordinates

Site location:






2.61

2.08

---

N/A

1.1

941

1

Calculate from dominant HOST

1.1

0.3

1.67


--- ---

1

0.3

6.44966° W

---

17

---

West Dublin 220kV Substation Site

---

0.92

2.61

53.31552° N

N/A

1.72

941

2.13

17

0.85

12

0.00

12

---

0

Calculate from BFI and SAAR

N/A

16 Oct 2015

gc7rm1z92j2b / 1.1

---


Surface water storage requirements for sites

This is an estimation of the storage volume requirements that are needed to meet normal best practice criteria in line with Environment Agency guidance “Preliminary rainfall runoff management for developments”, W5-074/A/TR1/1 rev. E (2012) and the CIRIA SUDS Manual (2007). It is not to be used for detailed design of drainage systems. It is recommended that every drainage scheme uses hydraulic modelling software to finalise volume requirements and design details before drawings are produced.


Total site area ha



Impermeable area ha

Percentage of drained area that is impermeable %

Impervious area drained via infiltration ha

Return period for infiltration system design year

Impervious area drained to rainwater harvesting systems ha

Return period for rainwater harvesting system design year

Compliance factor for rainwater harvesting system design %

Net site area for storage volume design ha

Methodology

Greenfield runoff method IH124

Volume control approach

Qbar estimation method

SPR estimation method

SOIL type

HOST class

SPR

Site name:

Latitude:

Longitude:

Reference:

Date:

Site coordinates

Site location:



Design criteria

Climate change allowance factorUrban creep allowance factorInterception rainfall depth mm



Estimated storage volumesDefault Edited

Interception storage m3

Attenuation storage m3

Long term storage m3

Treatment storage m3

Total storage m3


Calculate from SOIL type

Calculate from SPR and SAAR

334.60

7.41

0

0.63

Use Long Term Storage

941

1.3

5

0.850.85

74.84

378.31

334.60


2.84

12

0.3

2.84

378.31

53.31567° N

1.1

6.05

2

5.00

43.71

12

66

1.72

99.77

gc7rm3b4311r / 0.63

6.05

1

0

43.71

West Dublin 220kV Substation

2.13

2.61

0.00

0.72

1.1

6.44893° W

16 Oct 2015

0.00

1

10

5.00

17

0.30

1.1

1.1

74.84

10

17

1.72

2.13

941

7.41

N/A

2.61

0.3


Surface water storage requirements for sites

This is an estimation of the storage volume requirements that are needed to meet normal best practice criteria in line with Environment Agency guidance “Preliminary rainfall runoff management for developments”, W5-074/A/TR1/1 rev. E (2012) and the CIRIA SUDS Manual (2007). It is not to be used for detailed design of drainage systems. It is recommended that every drainage scheme uses hydraulic modelling software to finalise volume requirements and design details before drawings are produced.


Total site area ha



Impermeable area ha

Percentage of drained area that is impermeable %

Impervious area drained via infiltration ha

Return period for infiltration system design year

Impervious area drained to rainwater harvesting systems ha

Return period for rainwater harvesting system design year

Compliance factor for rainwater harvesting system design %

Net site area for storage volume design ha

Methodology

Greenfield runoff method FEH

Volume control approach

Qmed estimation method

BFI and SPR estimation method

HOST class

BFI / BFIHOST

SPR / SPRHOST

Qmed l/s

Qbar / Qmed Conversion Factor

Site name:

Latitude:

Longitude:

Reference:

Date:

Site coordinates

Site location:



Design criteria

Climate change allowance factorUrban creep allowance factorInterception rainfall depth mm



Estimated storage volumesDefault Edited

Interception storage m3

Attenuation storage m3

Long term storage m3

Treatment storage m3

Total storage m3


Calculate from dominant HOST

---

0.0

0

0.63

Use Long Term Storage

941

1.3

5

0.850.85


---

12

N/A

0.3

53.31567° N

1.1

---

---

12

---

66

1.72

99.77

gc7rm3b4311r / 0.63

1

0

---

West Dublin 220kV Substation

2.13

2.61

0.00

0.72

N/A

1.1

6.44893° W

---

16 Oct 2015

---

1

10

N/A

Calculate from BFI and SAAR

17

---

---

1.1

------

---

1.1

---

---

10

17

1.72

2.13

941

---

2.61

---

---

0.3

Appendix 3

22

APPENDIX 3

Foul Water Design

Foul Discharge Loading

File location:

This Element:

Sanitary Wastewater

Applying BS EN 752:

Design Population

SiteMax. No. Visitors

per day

Max. No.

Employees

per dayWest Dublin

220/110kV

Substation

2.0 persons 5.0 persons

Average DWF Staff Foul Discharge 60.0 l/person/day

Visitor Foul Discharge 10.0 l/person/day

DWF 0.004 l/sec or 0.320 m³/d

Peak Design Flow

6*DWF 0.022 l/sec or 1.920 m³/d

Colebrook-White Formula

Q = 0.022 l/sec Pipe Dia. Ø = 150.00 mm

ks = 1.50 mm Gradient = 1 in 100.0

Kinematic viscosity 1.141x10^-6 m²/sec Q = 15.472 l/sec OK

Self Cleansing Vel. 0.750 m/sec v = 0.876 m/sec OK

Summary

Use 150mmØ min. pipe size if using gravity sewers

Use 1:100 min. gradient to ensure self-cleansing velocities are achieved with gravity sewers.

Ref No: CALCULATION SHEET

C:\Users\Peter Brady\AppData\Local\Microsoft\Windows\Temporary Internet Files\Content.MSO\[Copy of 7568-

Foul Water Discharge

Designer:

7568

1

DC

Sheet No:

Date:

PROJECT:

19/10/2015

West Dublin 220/110kV Substation

Foul Water DischargeELEMENT:

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