adare wwtw murnane consulting engineers limerick county … · 2013. 7. 26. · adare manor house...

Adare WwTW Murnane Consulting Engineers Limerick County Council WWD Application Form Version 6/08

ATTACHMENT A.1

ANNEX 1 – Standard Forms

For

insp

ectio

n pur

pose

s only

.

Conse

nt of

copy

right

owne

r req

uired

for a

ny ot

her u

se.

EPA Export 26-07-2013:12:51:13

UND

ISLANDEAOileán Uí Aodha

An Chúil Bhán

COOLBAUN

CURRAGHBRIDGEDroichead na Corann

CF

CD

UND

UND

CS

CD

CS

FF

CF

UND

CF

CW

UND

8.1

7.0

7.8

12.9

12.4

5.5

4.2

UND

CF

CF

CF

CR

CF

CF

CF

CurraghBridge

Mud

5.2

15.5

14.7

11.9

6.9

3.6

3.1

5.8

BM 4.40

BM 12.31

BM 7.84

BM 4.53

BM 13.81

River Maigue

An Mháigh

Sluice

An Ghreanach

Greanagh River

Flooding

to

Liable

An Ghreanach

Greanagh River

Sluice

Sluice

Sluice

Sluice

Sluice

Sluice

Sluice

Sluice

Quay

Sluice

Highest Point ToWhich MediumTides FlowWell

Well

HWM

HWM

HWM

HWM

HWMHWM

HWM

HWM

MP

MP

MP

Level

Crossing

KnockannahollaGrave Yard

GoodsShed

Station

CurraghbridgeHouse

Weir

Sluice

Sluice

Sluice

River MaigueAn Mháigh

Sluice

Sluice

Sluice

Covered by Spring Tides

Sluice



Sluice


Ghreanach

Greanagh RiverAn

Spring

Well

HWM

HWM

HWM

CR

FW

Mud

Mud

Mud

Mud

Mud

13.4

13.3

10.8

7.1

6.0

6.6

7.2

7.2

5.9

5.0

4.6

7.0

8.1

8.4

8.4

9.6

7.3

7.6

8.3

11.8

6.6

6.4

6.4

6.6

6.9

4.4

4.4

7.6

12.0

BM7.66

BM 4.49

BM 14.74

BM 7.28

BM 10.40

BM 6.01

BM 6.81

River Maigue

An Mháigh


AugustinianAbbey

ClonunionStud

Adare Church

Church

Franciscan Abbey

Desmond's Castle

(in ruins)

(in ruins)

(in ruins)

(in ruins)

CR

GORTAGANNIFFGort an GhainimhARDSHANBALLY

Ard an tSeanbhaile

UND

UND

UND

UND

UND

CR

CR

CF

CW

CW

CW

CF

CR

UND

UND

CR

UND

CR

Tk W

UND

CR

Mud

TankSluice

Sluice

MudMud

Adare

Bridge

Golf Course

HWM

HWM

HWM

HWM

HWM

HWM

HWM

HWM

HWM

HWMHWM

Level Crossing

Level Crossing

10Kv

10Kv

10Kv

10Kv

10Kv

Grave Yard

Apartments

Club House

ShanballyHouse

ArdshanballyHouse

School

Rectory

UND

CR

CR

CR

CW

CS

UND

CF

CS

CD

CF

CR

CR

CF

FF

CF

CF

UND

CURRAGHBEGAn Chora

COPAY

Cluain Searbhóg

ROWER BEG

Robhar Beag

ROWER MORERobhar Mór

KILKNOCKANCoill An Chnocáin

Sports Ground

Deer Park

Old Park

4.0

10.610.6

12.3

10.7

11.1

10.6

6.6

5.9

3.8

6.0

8.6

20.0

20.0

24.4

26.7

BM 14.17

BM 12.36

BM 11.82

BM 9.37

BM 6.04

BM 27.24

Rower WoodRower WoodRower WoodRower Wood

Sluice

Sluice

Sluice

Sluice

Greanagh River

An Ghreanach

Sluice

Sluice

Sluice

Spring

Spring

Well

Well

Well

Well

Well

Coolah Bridge

Level Crossing

Level Crossing

10Kv

10Kv

10Kv

Blackabbey Creamery

RowerHouse

UND

FW

UND

CF

UND

CR

UND

CF

UND

CW

CR

UND

FF

CW

CF

CF

UND

CF

UND

CR

CFUND

CF

CF

UND

UND

UND

CF

CF

FF

CF

(C of I)

Church

School

Church

Trinitarian

MarianPark

(Meth)

Abbey

(Cath)

ManorCourt

PO

Adare ManorHouse

Presbytery

Hotel

Church

Bank

Abbey

School

GS

Estate

FW

FW

UND

CS

UND

CR

CW

BLACK ABBEYAn Mhainistir Dhubh

CF

FF

CW

FW

CS

UND

8.3

7.2

7.7

7.5

5.0

6.6

3.2

2.7

4.2

11.5

7.4

12.8

6.2

3.0

3.5

15.3

2.8

10.2

4.3

8.3

3.1

BM 10.50

BM17.45

BM7.77

ADAREÁth Dara

UND

MOUNTWILLIAMCnocán Liam

CF

FW

CR

UND

CF

FF

CF

CF

CD

UND

FB

AdareÁth Dara

BM 3.00

BM 6.2

7

FB

Weir

which Ordinary

Highest point to

FB

River Maigue

An Máigh

Tides flow

FB

Lake

Lake

Pond

Pond

Pond

Pond

Ponds

Pond

Pond

StonesOgham

Fn

Fn

Well

Fn

Fn

Well

Desmond

Drive

10Kv

10Kv

T

Cemetery

Hall

Convent

Spring

Spring

Stooke's Well

Wells

Well

Well

10Kv

10Kv

Mast

Reservoir

BaurnalickaHouse

CWCW

CWCW

UND

UND

CWCW

CWCW

CSCS

CWCW

CSCS

CSCS

CSCS

CSCS

CW

FW

CF

CR

CW

CR

FF

CF

CR

UND

CR

UND

CR

DREHIDTARSNAAn Droichead Tarsna

BAURNALICKABarr Na Leice

CUMMEENAn Coimín

CWCF

UND

CR

UND

CR

CF

CF

UND

KnockbrackAn Cnoc Breac

BM 17.32

BM 23.7

BM 25.22

BM 23.13

BM 21.39

Graigue Wood

Old Park

Rower Wood

GRAIGUESPARLING

(ED Adare South)

GRAIGUE

BOULABALLY

River Maigue

BridgeBridge

CastlerobertsCastleroberts

DERRYVINNANE

Graveyard

(in ruins)

Church

2

FITTING DIAMETERSTANCAD

OPERATIONFITTINGDIAMETERPAMCAD OPERATION FITTINGDIAMETERPAMCAD OPERATIONFITTINGDIAMETERPAMCAD OPERATION FITTINGDIAMETERPAMCAD

FITTINGDIAMETERPAMCAD

PAMCADDIAMETERFITTINGPAMCADDIAMETERFITTING

RIVER MAIGUE

UND


An Chúil Bhán

COOLBAUN


CF

CD

UND

UND

CS

CD

CS

FF

CF

UND

CF

CW

UND

8.1

7.0

7.8

12.9

12.4

5.5

4.2

UND

CF

CF

CF

CR

CF

CF

CF

CurraghBridge

Mud

5.2

15.5

14.7

11.9

6.9

3.6

3.1

5.8

BM 4.40

BM 12.31

BM 7.84

BM 4.53

BM 13.81

River Maigue

An Mháigh

Sluice

An Ghreanach

Greanagh River

Flooding

to

Liable

An Ghreanach

Greanagh River

Sluice

Sluice

Sluice

Sluice

Sluice

Sluice

Sluice

Sluice

Quay

Sluice


Well

HWM

HWM

HWM

HWM

HWMHWM

HWM

HWM

MP

MP

MP

Level

Crossing


GoodsShed

Station

CurraghbridgeHouse

Weir

Sluice

Sluice

Sluice


Sluice

Sluice

Sluice


Sluice



Sluice


Ghreanach

Greanagh RiverAn

Spring

Well

HWM

HWM

HWM

CR

FW

Mud

Mud

Mud

Mud

Mud

13.4

13.3

10.8

7.1

6.0

6.6

7.2

7.2

5.9

5.0

4.6

7.0

8.1

8.4

8.4

9.6

7.3

7.6

8.3

11.8

6.6

6.4

6.4

6.6

6.9

4.4

4.4

7.6

12.0

BM7.66

BM 4.49

BM 14.74

BM 7.28

BM 10.40

BM 6.01

BM 6.81

River Maigue

An Mháigh


AugustinianAbbey

ClonunionStud

Adare Church

Church

Franciscan Abbey

Desmond's Castle

(in ruins)

(in ruins)

(in ruins)

(in ruins)

CR


Ard an tSeanbhaile

UND

UND

UND

UND

UND

CR

CR

CF

CW

CW

CW

CF

CR

UND

UND

CR

UND

CR

Tk W

UND

CR

Mud

TankSluice

Sluice

MudMud

Adare

Bridge

Golf Course

HWM

HWM

HWM

HWM

HWM

HWM

HWM

HWM

HWM

HWMHWM

Level Crossing

Level Crossing

10Kv

10Kv

10Kv

10Kv

10Kv

Grave Yard

Apartments

Club House

ShanballyHouse

ArdshanballyHouse

School

Rectory

UND

CR

CR

CR

CW

CS

UND

CF

CS

CD

CF

CR

CR

CF

FF

CF

CF

UND

CURRAGHBEGAn Chora

COPAY

Cluain Searbhóg

ROWER BEG

Robhar Beag



Sports Ground

Deer Park

Old Park

4.0

10.610.6

12.3

10.7

11.1

10.6

6.6

5.9

3.8

6.0

8.6

20.0

20.0

24.4

26.7

BM 14.17

BM 12.36

BM 11.82

BM 9.37

BM 6.04

BM 27.24


Sluice

Sluice

Sluice

Sluice

Greanagh River

An Ghreanach

Sluice

Sluice

Sluice

Spring

Spring

Well

Well

Well

Well

Well

Coolah Bridge

Level Crossing

Level Crossing

10Kv

10Kv

10Kv

Blackabbey Creamery

RowerHouse

UND

FW

UND

CF

UND

CR

UND

CF

UND

CW

CR

UND

FF

CW

CF

CF

UND

CF

UND

CR

CFUND

CF

CF

UND

UND

UND

CF

CF

FF

CF

(C of I)

Church

School

Church

Trinitarian

MarianPark

(Meth)

Abbey

(Cath)

ManorCourt

PO

Adare ManorHouse

Presbytery

Hotel

Church

Bank

Abbey

School

GS

Estate

FW

FW

UND

CS

UND

CR

CW


CF

FF

CW

FW

CS

UND

8.3

7.2

7.7

7.5

5.0

6.6

3.2

2.7

4.2

11.5

7.4

12.8

6.2

3.0

3.5

15.3

2.8

10.2

4.3

8.3

3.1

BM 10.50

BM17.45

BM7.77

ADAREÁth Dara

UND


CF

FW

CR

UND

CF

FF

CF

CF

CD

UND

FB

AdareÁth Dara

BM 3.00

BM 6.2

7

FB

Weir

which Ordinary

Highest point to

FB

River Maigue

An Máigh

Tides flow

FB

Lake

Lake

Pond

Pond

Pond

Pond

Ponds

Pond

Pond

StonesOgham

Fn

Fn

Well

Fn

Fn

Well

Desmond

Drive

10Kv

10Kv

T

Cemetery

Hall

Convent

2


OPERATIONFITTINGDIAMETERPAMCAD

OPERATION FITTINGDIAMETERPAMCAD





RIVER MAIGUE

Scale 1:15,000 @ A3

ADARE-AGGLOMERATION BOUNDARY

Scale 1:2,000 @ A3

ADARE-WASTE WATER TREATMENT WORKS LOCATION

Red Line IndicatesAgglomeration Boundary

Stage :

Project :

Title :

Drn. By :

Date :

Client :

Drawing No. :

Scale :

Revision :

MURNANE CONSULTING ENGINEERSMAIN STREET, BRUREE, CO. LIMERICK.

Rev Description Date

Email. [email protected]

Tel. 063-90100. Fax. 063-90101.

C COPYRIGHT

A3

ADARE WASTE WATERTREATMENT WORKS

SITE LOCATION PLOAN

ADARE WASTEWATER DISCHARGE

LICENSE APPLICATION

LIMERICK COUNTY COUNCIL

WWDL APPLICATION A.1-01

JP AS SHOWN @A3

FEBRUARY 2009 -

Adare WasteWater Treatment

Works

ORDNANCE SURVEY IRELAND LICENCE NO. EN 0055307© ORDNANCE SURVEY IRELAND GOVERNMENT OF IRELAND

For

insp

ectio

n pur

pose

s only

.

Conse

nt of

copy

right

owne

r req

uired

for a

ny ot

her u

se.

EPA Export 26-07-2013:12:51:13

UND


An Chúil Bhán

COOLBAUN


CF

CD

UND

UND

CS

CD

CS

FF

CF

UND

CF

CW

UND

8.1

7.0

7.8

12.9

12.4

5.5

4.2

UND

CF

CF

CF

CR

CF

CF

CF

CurraghBridge

Mud

5.2

15.5

14.7

11.9

6.9

3.6

3.1

5.8

BM 4.40

BM 12.31

BM 7.84

BM 4.53

BM 13.81

River Maigue

An Mháigh

Sluice

An Ghreanach

Greanagh River

Flooding

to

Liable

An Ghreanach

Greanagh River

Sluice

Sluice

Sluice

Sluice

Sluice

Sluice

Sluice

Sluice

Quay

Sluice


Well

HWM

HWM

HWM

HWM

HWMHWM

HWM

HWM

MP

MP

MP

Level

Crossing


GoodsShed

Station

CurraghbridgeHouse

Weir

Sluice

Sluice

Sluice


Sluice

Sluice

Sluice


Sluice



Sluice


Ghreanach

Greanagh RiverAn

Spring

Well

HWM

HWM

HWM

CR

FW

Mud

Mud

Mud

Mud

Mud

13.4

13.3

10.8

7.1

6.0

6.6

7.2

7.2

5.9

5.0

4.6

7.0

8.1

8.4

8.4

9.6

7.3

7.6

8.3

11.8

6.6

6.4

6.4

6.6

6.9

4.4

4.4

7.6

12.0

BM7.66

BM 4.49

BM 14.74

BM 7.28

BM 10.40

BM 6.01

BM 6.81

River Maigue

An Mháigh


AugustinianAbbey

ClonunionStud

Adare Church

Church

Franciscan Abbey

Desmond's Castle

(in ruins)

(in ruins)

(in ruins)

(in ruins)

CR


Ard an tSeanbhaile

UND

UND

UND

UND

UND

CR

CR

CF

CW

CW

CW

CF

CR

UND

UND

CR

UND

CR

Tk W

UND

CR

Mud

TankSluice

Sluice

MudMud

Adare

Bridge

Golf Course

HWM

HWM

HWM

HWM

HWM

HWM

HWM

HWM

HWM

HWMHWM

Level Crossing

Level Crossing

10Kv

10Kv

10Kv

10Kv

10Kv

Grave Yard

Apartments

Club House

ShanballyHouse

ArdshanballyHouse

School

Rectory

UND

CR

CR

CR

CW

CS

UND

CF

CS

CD

CF

CR

CR

CF

FF

CF

CF

UND

CURRAGHBEGAn Chora

COPAY

Cluain Searbhóg

ROWER BEG

Robhar Beag



Sports Ground

Deer Park

Old Park

4.0

10.610.6

12.3

10.7

11.1

10.6

6.6

5.9

3.8

6.0

8.6

20.0

20.0

24.4

26.7

BM 14.17

BM 12.36

BM 11.82

BM 9.37

BM 6.04

BM 27.24


Sluice

Sluice

Sluice

Sluice

Greanagh River

An Ghreanach

Sluice

Sluice

Sluice

Spring

Spring

Well

Well

Well

Well

Well

Coolah Bridge

Level Crossing

Level Crossing

10Kv

10Kv

10Kv

Blackabbey Creamery

RowerHouse

UND

FW

UND

CF

UND

CR

UND

CF

UND

CW

CR

UND

FF

CW

CF

CF

UND

CF

UND

CR

CFUND

CF

CF

UND

UND

UND

CF

CF

FF

CF

(C of I)

Church

School

Church

Trinitarian

MarianPark

(Meth)

Abbey

(Cath)

ManorCourt

PO

Adare ManorHouse

Presbytery

Hotel

Church

Bank

Abbey

School

GS

Estate

FW

FW

UND

CS

UND

CR

CW


CF

FF

CW

FW

CS

UND

8.3

7.2

7.7

7.5

5.0

6.6

3.2

2.7

4.2

11.5

7.4

12.8

6.2

3.0

3.5

15.3

2.8

10.2

4.3

8.3

3.1

BM 10.50

BM17.45

BM7.77

ADAREÁth Dara

UND


CF

FW

CR

UND

CF

FF

CF

CF

CD

UND

FB

AdareÁth Dara

BM 3.00

BM 6.2

7

FB

Weir

which Ordinary

Highest point to

FB

River Maigue

An Máigh

Tides flow

FB

Lake

Lake

Pond

Pond

Pond

Pond

Ponds

Pond

Pond

StonesOgham

Fn

Fn

Well

Fn

Fn

Well

Desmond

Drive

10Kv

10Kv

T

Cemetery

Hall

Convent

2

FITTING

DIAMETERSTANCAD

OPERATION


OPERATION

FITTING

DIAMETERPAMCAD

OPERATION


OPERATION

FITTING

DIAMETERPAMCAD


PAMCADDIAMETERFITTING

PAMCADDIAMETERFITTING

SLUDGEHOLDING

TANK

CONTROLBUILDING

AIRBLOWERS

OBSOLETETANK

SBR No.3

SBR No.1

SBR No.2

FINAL EFF.P.S.

FERRICDOSING

STORMWATER

OVERFLOW

FORWARDFEED PUMP

SUMP

MH

MH

MH INLETWORKS

ACCESSGATES

INCOMINGFLOW

FINALEFFLUENT

PUMPING MAIN

ADARE WASTE WATERTREATMENT WORKS

146320E,146543N

UND


An Chúil Bhán

COOLBAUN


CF

CD

UND

UND

CS

CD

CS

FF

CF

UND

CF

CW

UND

8.1

7.0

7.8

12.9

12.4

5.5

4.2

UND

CF

CF

CF

CR

CF

CF

CF

CurraghBridge

Mud

5.2

15.5

14.7

11.9

6.9

3.6

3.1

5.8

BM 4.40

BM 12.31

BM 7.84

BM 4.53

BM 13.81

River Maigue

An Mháigh

Sluice

An Ghreanach

Greanagh River

Flooding

to

Liable

An Ghreanach

Greanagh River

Sluice

Sluice

Sluice

Sluice

Sluice

Sluice

Sluice

Sluice

Quay

Sluice


Well

HWM

HWM

HWM

HWM

HWMHWM

HWM

HWM

MP

MP

MP

Level

Crossing


GoodsShed

Station

CurraghbridgeHouse

Weir

Sluice

Sluice

Sluice


Sluice

Sluice

Sluice


Sluice



Sluice


Ghreanach

Greanagh RiverAn

Spring

Well

HWM

HWM

HWM

CR

FW

Mud

Mud

Mud

Mud

Mud

13.4

13.3

10.8

7.1

6.0

6.6

7.2

7.2

5.9

5.0

4.6

7.0

8.1

8.4

8.4

9.6

7.3

7.6

8.3

11.8

6.6

6.4

6.4

6.6

6.9

4.4

4.4

7.6

12.0

BM7.66

BM 4.49

BM 14.74

BM 7.28

BM 10.40

BM 6.01

BM 6.81

River Maigue

An Mháigh


AugustinianAbbey

ClonunionStud

Adare Church

Church

Franciscan Abbey

Desmond's Castle

(in ruins)

(in ruins)

(in ruins)

(in ruins)

CR


Ard an tSeanbhaile

UND

UND

UND

UND

UND

CR

CR

CF

CW

CW

CW

CF

CR

UND

UND

CR

UND

CR

Tk W

UND

CR

Mud

TankSluice

Sluice

MudMud

Adare

Bridge

Golf Course

HWM

HWM

HWM

HWM

HWM

HWM

HWM

HWM

HWM

HWMHWM

Level Crossing

Level Crossing

10Kv

10Kv

10Kv

10Kv

10Kv

Grave Yard

Apartments

Club House

ShanballyHouse

ArdshanballyHouse

School

Rectory

UND

CR

CR

CR

CW

CS

UND

CF

CS

CD

CF

CR

CR

CF

FF

CF

CF

UND

CURRAGHBEGAn Chora

COPAY

Cluain Searbhóg

ROWER BEG

Robhar Beag



Sports Ground

Deer Park

Old Park

4.0

10.610.6

12.3

10.7

11.1

10.6

6.6

5.9

3.8

6.0

8.6

20.0

20.0

24.4

26.7

BM 14.17

BM 12.36

BM 11.82

BM 9.37

BM 6.04

BM 27.24


Sluice

Sluice

Sluice

Sluice

Greanagh River

An Ghreanach

Sluice

Sluice

Sluice

Spring

Spring

Well

Well

Well

Well

Well

Coolah Bridge

Level Crossing

Level Crossing

10Kv

10Kv

10Kv

Blackabbey Creamery

RowerHouse

UND

FW

UND

CF

UND

CR

UND

CF

UND

CW

CR

UND

FF

CW

CF

CF

UND

CF

UND

CR

CFUND

CF

CF

UND

UND

UND

CF

CF

FF

CF

(C of I)

Church

School

Church

Trinitarian

MarianPark

(Meth)

Abbey

(Cath)

ManorCourt

PO

Adare ManorHouse

Presbytery

Hotel

Church

Bank

Abbey

School

GS

Estate

FW

FW

UND

CS

UND

CR

CW


CF

FF

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8.3

7.2

7.7

7.5

5.0

6.6

3.2

2.7

4.2

11.5

7.4

12.8

6.2

3.0

3.5

15.3

2.8

10.2

4.3

8.3

3.1

BM 10.50

BM17.45

BM7.77

ADAREÁth Dara

UND


CF

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CF

FF

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CF

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FB

AdareÁth Dara

BM 3.00

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7

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which Ordinary

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River Maigue

An Máigh

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Lake

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Pond

Pond

Pond

Ponds

Pond

Pond

StonesOgham

Fn

Fn

Well

Fn

Fn

Well

Desmond

Drive

10Kv

10Kv

T

Cemetery

Hall

Convent

2








RIVER MAIGUE

Primary DischargePoint SW1

146330E,146613N

Secondary DischargePoint SW2

146344E,146614N

Scale 1:250 @ A4

SITE LAYOUT- WASTE WATER TREATMENT WORKS

LEGEND:

SITE BOUNDARY

Stage :

Project :

Title :

Drn. By :

Date :

Client :

Drawing No. :

Scale :

Revision :

MURNANE CONSULTING ENGINEERSMAIN STREET, BRUREE, CO. LIMERICK.

Rev Description Date


Tel. 063-90100. Fax. 063-90101.

C COPYRIGHT

A4

ADARE WASTE WATER TREATMENT WORKSSITE LAYOUT PLAN

ADARE WASTEWATER DISCHARGE

LICENCE APPLICATION


WWDL APPLICATION A.1-02

JP AS SHOWN @ A4

FEBRUARY 2009

ORDNANCE SURVEY IRELAND LICENCE NO. EN 0055307© ORDNANCE SURVEY IRELAND GOVERNMENT OF IRELAND

Scale 1:2000 @ A4

FINAL EFFLUENT AND STORM WATER OVERFLOW

ROUTES TO DISCHARGE POINTS

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Starting Point End Point Distance (km)

Adare WWTW Discharge Point

19Shannon Estuary

Adare WWTW Discharge Point

Maigue Estuary (SAC &SPA),

Ferry Bridge (N69)9

Scale 1:50,000 @ A3

PLAN- DISCHARGE POINT TO RIVER SHANNON

LEGEND:

RIVER MAIGUE

SPECIAL AREAS OF

CONSERVATION

SPECIAL PROTECTION

AREAS

PROPOSED NATURAL

HERITAGE AREAS

Tel. 063-90100. Fax. 063-90101.


DateDescriptionRev

MAIN STREET, BRUREE, CO. LIMERICK.

MURNANE CONSULTING ENGINEERS

Revision :

Scale :

Drawing No. :

Client :

Date :

Drn. By :

Title :

Project :

Stage :

COPYRIGHTC

A3

FEBRUARY 2009

1:50,000 @ A3JP

A.1-03WWDL APPLICATION


LICENCE APPLICATION

WATER DISCHARGE

ADARE WASTE

LOCATION (SHANNON ESTUARY)

WATERS TO FINAL DISCHARGE

GENERAL ROUTE OF RECEIVING

ORDNANCE SURVEY IRELAND LICENCE NO. EN 0055307

© ORDNANCE SURVEY IRELAND GOVERNMENT OF IRELAND

Scale 1:50,000 @ A3

PLAN- DISCHARGE POINT TO RIVER SHANNON

LEGEND:

RIVER MAIGUE

SPECIAL AREAS OF

CONSERVATION

SPECIAL PROTECTION

AREAS

PROPOSED NATURAL

HERITAGE AREAS

Tel. 063-90100. Fax. 063-90101.


DateDescriptionRev

MAIN STREET, BRUREE, CO. LIMERICK.

MURNANE CONSULTING ENGINEERS

Revision :

Scale :

Drawing No. :

Client :

Date :

Drn. By :

Title :

Project :

Stage :

COPYRIGHTC

A3

FEBRUARY 2009

1:50,000 @ A3JP

A.1-03WWDL APPLICATION


LICENCE APPLICATION

WATER DISCHARGE

ADARE WASTE

LOCATION (SHANNON ESTUARY)

WATERS TO FINAL DISCHARGE

GENERAL ROUTE OF RECEIVING

ORDNANCE SURVEY IRELAND LICENCE NO. EN 0055307

© ORDNANCE SURVEY IRELAND GOVERNMENT OF IRELAND

ADARE WASTE

WATER TREATMENT

WORKS

RIVER MAIGUE

ESTUARY

CONFLUENCE POINT OF

RIVER MAIGUE AND

SHANNON ESTUARY

ADARE WWTW

DISCHARGE POINT

146330E,146613N

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FEBRUARY 2009

Assessment Report

Murnane Consulting EngineersMain Street,Bruree,Co. Limerick

Tel: 063-90100 Fax: 063-90101

Email: [email protected]

Adare Wastewater Treatment Works

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Client: Limerick County Council Date: Feb 2009 Project Title: Adare WwTW Project No. 376 Title of Doc: Assessment Report Rev: 0

1 Murnane Consulting Engineers

DOCUMENT CONTROL SHEET

Client Limerick County Council

Project Title Adare Wastewater Treatment Works

Document Title Assessment Report

Rev No.

Description Prepared By

Checked By

Approved By

Issued To

No of Copies

Issue Date

0 Issue for WWDL Application Form

JOB JM JM LCC 1 25th Feb ‘09

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TABLE OF CONTENTS

1. INTRODUCTION.................................................................................. 6 1.1 Purpose of the Report . .................................................................................... 6 1.2 Site Location and Description of Waste Water Treatment Works. ............. 6

2. EXISTING AND PROJECTED LOADS ............................................ 7 2.1 Existing Loads . ............................................................................................... 7 2.2 Projected Loads ............................................................................................... 8 2.3 Sludge Production ............................................................................................. 8 2.4 Sampling and Analysis ..................................................................................... 9 2.5 Summary of Existing and Projected loads at Adare WwTW ..................... 11

3. EXISTING WASTEWATER TREATMENT WORKS.................. 12 3.1 Site Location .................................................................................................... 12 3.2 Design Capacity ............................................................................................. 12 3.3 Process Description ...................................................................................... 12 3.3.1 Inlet Works. ............................................................................................. 13 3.3.2 Forward Feed Pump Sump . ................................................................. 14 3.3.3 Ferric Dosing . ....................................................................................... 15 3.3.4 SBR Tanks . ............................................................................................ 16 3.3.5 Air Blowers . ........................................................................................... 17 3.3.6 Final Effluent Pumping Station ............................................................. 18 3.3.7 Sludge Holding Tank .............................................................................. 19

4. PLANT CONDITION & MANAGEMENT...................................... 20 4.1 General............................................................................................................. 20 4.2 Inlet Works ...................................................................................................... 20 4.3 Forward Feed Pump Sump ............................................................................ 21 4.4 Ferric Dosing ................................................................................................... 21 4.5 SBR Tanks ....................................................................................................... 21 4.6 Final Effluent Pump Sump ............................................................................ 21 4.7 Sludge Holding Tank ...................................................................................... 22 4.8 Overall Site ...................................................................................................... 22

5. HEALTH AND SAFETY.................................................................... 23 5.1 General Issues.................................................................................................. 23

6. RECEIVING WATERS ...................................................................... 24 6.1 General............................................................................................................. 24 6.2 Assimilative Capacity ..................................................................................... 26 6.3 Water Quality of Maigue River ..................................................................... 30 6.4 Calculated Discharge Standards ................................................................... 31 6.5 Actual Discharge Standards........................................................................... 31

7.0 STORM WATER MANAGEMENT ................................................. 32 7.1 Existing Storm Water Facilities at Adare WwTW ...................................... 32 7.2 Emergency Overflows..................................................................................... 32 7.3 Stormwater Overflows.................................................................................... 32

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8.0 RECOMMENDED WORKS.............................................................. 33 8.1 General............................................................................................................. 33 8.2 Long Term Works – Cost Estimate............................................................... 33 8.3 Short Term Works – Cost Estimate .............................................................. 34

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APPENDICES

APPENDIX NO. 1 AdareWwTW - General Location Drawing

APPENDIX NO. 2 Adare WwTW Annual Status Report (2008) (Response Group)

APPENDIX NO. 3 Calculation of Existing & Projected Loads Geodirectory Data (Commercial & Residential Premises) Adare LAP – Land Use Zoning Map APPENDIX NO. 4 a) Calculation of Biological & Hydraulic

Loading Existing PE Future PE (Year 2030)

b) Estimate of PE based on current sludge quantities (2008) leaving the works

APPENDIX NO. 5 Adare WwTW – General Layout Drawing APPENDIX NO. 6 Adare WwTW Process Flow Diagram

APPENDIX NO. 7 General Route of Receiving Water to Final

Discharge Location (Shannon Estuary)

APPENDIX NO. 8 Assimilative Capacity Calculations APPENDIX NO. 9 Short term Improvement Works to Adare

WwTW – Cost Estimate

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GLOSSARY OF TERMS

EPA Environmental Protection Agency

LCC Limerick County Council

SAC Special Area of Conservation

SPA Special Protection Area

LAP Local Area Plan

ATSEBI Assessment of Trophic Status of Estuaries and Bays in Ireland (EPA Water Quality in Ireland Report 2001-2003)

WwTW Wastewater Treatment Works

PE Population Equivalent

BOD5 Biochemical Oxygen Demand (5 day test)

COD Chemical Oxygen Demand

SS Suspended Solids

N Nitrogen

P Phosphorous

DBO Design Build Operate

OFG Oils, Fat and Grease

DO Dissolved Oxygen

DWF Dry Weather Flow

FFT Flow to Full Treatment

Ø Diameter

DIN Dissolved Inorganic Nitrogen (Nitrate + Nitrite + Ammonium)

MRP Molybdate Reactive Phosphorus

SWO Storm Water Overflow

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1. INTRODUCTION 1.1 Purpose of the Report

The purpose of this report is to present an assessment of the existing Wastewater Treatment Works at Adare in terms of its present and future load, operational capacity, condition of the works, general operation and maintenance of the works and the capacity of the works to accept additional loads.

1.2 Site Location and Description of Waste Water Treatment Works

The town of Adare is located approximately 15km southwest of Limerick on the N21 road. Adare is served by a combined sewerage system which was constructed in the 1940’s. Adare wastewater treatment works is located north of the town beside Manor Court Housing Estate just inside the town development boundary on the banks of the River Maigue (See Drawing No. 376-101 - Appendix No. 1).

The original wastewater treatment works was largely demolished and upgraded with a new wastewater treatment works in 2007. The new works consist of the following:- Inlet Works with 6mm screening, flow measurement and bypass channel Forward Feed submersible pumping station 3 No. Sequence Batch Reactors providing secondary treatment Final Effluent Sump (converted settlement tank) Sludge Holding Tank Ferric Sulphate dosing to assist with Phosphorus precipitation Influent and Effluent sampling

The treated effluent for the works is pumped into the adjacent Maigue River. The upgraded works were carried out by Response Engineering Ltd and was achieved under a Design Build Operate (DBO) Contract financed by Abbeyrock Developments Ltd under the supervision of Limerick County Council. The operational period is for two years and the works is scheduled to be handed back to Limerick County Council in the latter part of 2009.

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2. EXISTING AND PROJECTED LOADS

2.1 Existing Loads The Annual Status Report (2008) for Adare WwTW, published by Response Group (Current operators of the WwTW) calculates that the average PE based on incoming flows is 1,621. It also calculates that the average PE based on BOD5 is 1,333. For the purposes of analysis of the WwTW the current load on the WwTW is taken as 1,621 PE. Response Group Annual Status Report (2008) for Adare WwTW is included in Appendix No. 2.

The current estimated biological loads arriving at the works, based on the above PE of 1,621 are included in Appendix No. 4 and summarised as follows:-

Parameter Average Quantity BOD5 97kg/day COD 195kg/day SS 113kg/day

Total N 19kg/day Total P 4kg/day

Table 2.1.1 – Current Estimated Biological Loads

The current estimated hydraulic loads, based on the above population equivalent are also included in Appendix No. 4 and summarised as follows:-

Parameter Quantity DWF 397m³/day FFT 981m³/day Formula A Flow 2,602m³/day

Table 2.1.2 – Current Estimated Hydraulic Loads

These loads arise from:

Residential Population – Domestic dwellings

Commercial – Retail outlets, restaurants and businesses

Institutional – Primary and Secondary schools

The average measured daily flow through the works in 2008, as taken from the Annual Status Report, was 328m3/day.

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2.2 Projected Loads The projected loads to the year 2030 are calculated as follows:-

a) Annual growth factor of 2.1% was applied to the 2006 census population figure of 982 persons until the year 2030.

b) The undeveloped residential residentially zoned land from the Adare Local Area Plan was assumed to be developed at a rate of 16 houses per hectare. This house number was multiplied by the future (2030) occupancy rate. This figure is unrealistic as it is not known if all open areas will be developed.

c) LCC Forward Planning provided a projected population for Adare to the year 2026. An annual growth rate of 2.1% was applied to this figure to bring it up to the year 2030. This figure was used as the design future residential population for Adare.

d) Commercial and Institutional growth is assessed from the areas designated as Enterprise & Employment on the Land Use Zoning Maps in the Adare Local Area Plan.

The projected load on the wastewater treatment works to the year 2030 is 3410 as set out in Appendix No. 3.

2.3 Sludge Production The Annual Status Report for 2008 as prepared by Response Group reveals that a total of 64,600 gallons (294m3) of thickened sludge was removed from the site during the year (2008) and taken to Bunlicky for further treatment. This equates to an average sludge production rate of 0.8m3/day. Based on an estimated thickened sludge dry solids content of 8% and a sludge production rate of 50g/PE/day, this equates to a PE of 1,300. This estimate is broadly in line with the PE estimates of 1,621 and 1,333 noted above. There are no sludges imported to the Works

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2.4 Sampling and Analysis The data available from Response Group for the influent at Adare WwTW for the year 2008 is summarised as follows:-

Parameter Max mg/l Min mg/l Average mg/l BOD5 428 160 244 COD 933 338 558 SS 422 69 194 NH3-N 37.1 18.4 26.8 NO3-N 75 2 24 Ortho-P 39.9 5.6 18.1

Table 2.4.1 – Average Influent values from 2008 from Response Group sampling

The full set of influent monitoring results are enclosed in the Annual Status Report included in Appendix No. 2. The influent samples are typical of a domestic strength influent with normal variations in expected ranges.

The data available from Response Group for the effluent at Adare WwTW for the year 2008 is summarised as follows:-

Parameter Max mg/l Min mg/l Average mg/l

BOD5 16 6 10 COD 48 18 28 SS 72 10 31 NH3-N 6.1 0.2 0.9 NO3-N 8.4 1.7 4.7 Ortho-P 1.7 0.1 0.7

Table 2.4.2 – Average Effluent values from 2008 from Response Group sampling

The treated effluent standards for the Adare WwTW are presented as follows:-

Parameter Treated Effluent Quality mg/l

BOD5 25 COD 125 SS 35 NH3-N 0.5 NO3-N 15 Ortho-P 0.5

Table 2.4.3 – Treated Effluent Standards for existing WwTW

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A review of the effluent samples taken at Adare WwTW by Response Group for 2008 revealed the following:

0% of monthly average samples exceeded BOD5 levels of 25 mg/l

0% of monthly average samples exceeded COD levels of 125 mg/l

33% of monthly average samples exceeded SS levels of 35 mg/l

17% of monthly average samples exceeded NH3-N levels of 0.5 mg/l

0% of monthly average samples exceeded NO3-N levels of 0.5 mg/l

58% of monthly average samples exceeded Ortho-P levels of 15 mg/l

This demonstrates that while the treatment works is capable of achieving an adequate level of treatment some non compliance issues have arisen during the year. The highest number of non-compliance parameters noted are Suspended Solids and Ortho-P. These non compliances generally occurred in the 1st half of the year (See Annual Status Report, Appendix No. 2) and the relevant monthly status reports from Response Group states that ‘These compliance problems are undoubtedly caused by high qualities of oil, fats and greases which are continuing to enter the plant. This is continuing to have a negative effect on the plant and the effluent quality and has resulted in SS and Ortho-P to be out of compliance. It is recommended by Response Engineering that Limerick County Council should enforce the Polluter pays principle at the source of the OFG problem. It is also recommended that Limerick County Council should remove the scum from the top of the SBR’s by tanker, any grease and fat in the forward feed pumping station and in the inlet screen area. This may alleviate the compliance problem for the short term’.

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The non compliance of Ammonia in the months of August and December is also attributed to the problem of incoming OFG’s and Response Group note that OFG levels in the SBR’s interfered with the DO probes which in turn did not set the DO levels in the tank to an adequate level for denitrification to occur. The plant operator states that ‘The DO probes are now being cleaned on every site visit and the blower’s set point altered to allow for more aeration to occur. This parameter will be monitored carefully & the utmost will be done to ensure the compliance problem will be resolved. As stated at the last monthly meeting by REL, the quality of the effluent could not be guaranteed with such excessive amounts of OFG entering the plant & affecting the process’.

2.5 Summary of Existing and Projected loads at Adare WwTW The current and future estimated hydraulic loads, based on the above population equivalents are included in Appendix No. 4 and are summarised as follows:

Description 2008 2030

PE 1,621 3,410

DWF 397m³/day 835m³/day

FFT 981m³/day 2,603m³/day

Formula A 2,602m³/day 5,473m³/day

Organic load (Kg BOD5/day) 97kg/day 205kg/day

Table 2.5.1 – Summary of existing and projected loads at Adare WwTW

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3. EXISTING WASTEWATER TREATMENT WORKS

3.1 Site Location

Adare WwTW is located to the north of Adare town, east of Manor Court Housing Estate on the banks of the River Maigue. The 2009 Local Area Plan for Adare Land Use Zoning Map classifies the WwTW site location as an ‘Established Residential Area’. The works is accessed by driving through Manor Court Housing Estate. The works is approximately 55m from the nearest dwelling. The site is secured by adequate fencing and locked gates. The access road is stone finished and is adequate. The site is surrounded by trees, with evergreen trees along the south and west boundaries. The works are protected from tidal surges and high water levels in the River Maigue by high river banks and tidal valves.

3.2 Design Capacity The original sewage treatment works, which was constructed in 1946 for a 600PE loading, was upgraded in 2007 for a PE loading of 2,500. The works were constructed under a DBO contract and the 2 year O & M Period is due to expire later this year (2009). The current estimated load on the works is 1,621 PE based on the average daily PE from the 2008 Annual Status Report. This indicates that at present these is 35% spare capacity at the works.

3.3 Process Description The existing works consists of the following elements:

Inlet works with 6mm fine screening facilities, flow measurement & sampling and by pass channel.

Forward Feed Pump Sump, containing 2No. submersible pumps.

Ferric Dosing System

3 No. SBR Tanks (9.38m Ø x 4.26m high)

3 No. Air Blowers (duty/duty assist/standby)

Final Effluent pump sump, containing 2 No. submersible pumps.

Final effluent sampling

Sludge Holding Tank

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Control Building

The works layout (Drawing No. 376-102) is included in Appendix No. 5. A process flow diagram of the works is included in Appendix No. 6 (Drawing No.376-103).

3.3.1 Inlet Works

Wastewater arrives at the WwTW by gravity and discharges to the inlet works. Flow measurement, flow sampling and 6mm fine screening of the influent are carried out as it passes through the inlet works. The screen is an automatic screen which removes, solids from the wastewater, compacts them and discharges the compacted screenings into a wheelie bin. The screened wastewater then discharges to the forward feed pump sump. There is a bypass channel at the inlet works which has a manually raked coarse screen. This channel is only used in times of high storm flows or in the event of a malfunction of the automatic screen.

Photograph 3.2.1.1: Inlet Works Photograph 3.2.1.2:Automated Screen and Screenings Bin

The sampler at the inlet works is an automatic sampler.

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3.3.2 Forward Feed Pump Sump The forward feed pump sump contains 2 No. submersible pumps configured on a duty/standby basis. Wastewater is pumped forward to the SBR tanks by the duty pump at a rate of 24l/s. There is a high level stormwater overflow from the forward feed pump sump to an adjacent manhole which in turn discharges to the River Maigue.

Photograph 3.2.2.1: Forward Feed Pump Sump

Photograph 3.2.2.2: Storm overflow manhole

The pump sump is a precast circular tank and is located underground.

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3.3.3 Ferric Dosing

A ferric dosing system assists phosphorous reduction in the final effluent. Dosing is in proportion to the forward feed rate. The dosing system consists of an IBC located over a bund. The IBC is connected to a duty/standby dosing pump set.

Photograph 3.2.3.1: Ferric Dosing System

The ferric is injected into the pumped rising main between the forward feed pumping station and the SBR’s to maximize the potential for mixing.

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3.3.4 SBR Tanks

There are three sequencing batch reactors installed at the works. These steel tanks have a diameter of 9.38m, height of 4.264m, and volume of approximately 290m3 each. The tanks are configured to operate automatically in parallel. The tanks are fed with screened effluent in sequence such that there is always one tank available to take effluent. Each tank commences a full cycle without aeration to allow for de-nitrification. During this time the tank mixer will be run to ensure that the tank contents are completely mixed. After the de-nitrification period the automated air valve will open to allow flow to the diffuser lateral system. The rate of air flow to the tank will be controlled by the variable speed drive on the air blower in proportion to the dissolved oxygen level in the respective tank. At the end of the aeration cycle the air valve is closed and the contents of the tank are allowed to settle. Towards the end of the decant cycle excess sludge is pumped to the sludge holding tank by submersible pumps located in each tank. The pumps operate on a timed basis. The treated wastewater is discharged from the tanks to the final effluent pumping station by automated actuated values.

Photograph 3.2.4.1: SBR Tanks Photograph 3.2.4.2: SBR Tank (Mixing Mode)

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Photograph 3.2.4.3: SBR Tank (Aeration Mode) Photograph 3.2.4.4: SBR Tank (Settling Mode)

3.3.5 Air Blowers

There are three air blowers on site which operate as duty/duty assist/standby. The air blowers are used as part of the SBR Tanks cycles. In the event of a blower failure the idle blower will be used as the standby blower by automatic reconfiguration of the crossover valves.

Photograph 3.2.5.1: Air Blowers Photograph 3.2.5.2: Air Blowers


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3.3.6 Final Effluent Pumping Station The treated effluent from the SBR tanks flows to the final effluent pump sump (converted settlement tank from original works). The sump contains 2No. submersible pumps configured on a duty/standby basis. When a minimum water level is reached in the sump the pump automatically pumps water to the outfall in the River Maigue.

Photograph 3.2.6.1: Final Effluent Pump Sump & Control Building

Photograph 3.2.6.2: Final Effluent Pump Sump

There is an automatic sampler in the final effluent pump sump.

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3.3.7 Sludge Holding Tank

Sludge is pumped from the SBR’s into an overground steel sludge holding tank. The tank diameter is 5.0m, height 4.264m and volume is approximately 80m3. The tank is fitted with an overflow and two decants. If the tank is full and one of the SBR’s is discharging sludge to it, the supernatant liquid will automatically overflow to the inlet sump where it will be re-processed. The settled sludge is removed from the site by tanker by means of a low level valve with bauer coupling fitting.

Photograph 3.2.7.1: Sludge Holding Tank

All sludges are disposed at Bunlicky Sludge Holding facility and there are no sludges imported to the WwTW at Adare.

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4. PLANT CONDITION & MANAGEMENT 4.1 General

The wastewater treatment works at Adare are currently being managed by the Response Group Ltd under a two year O & M contract. At the end of this period (Q4 2009), the works will be handed back to Limerick County Council. The site is generally well kept and maintenance is routinely carried out. Monthly operational reports are produced for the works and these are regularly submitted to Limerick County Council. A number of issues, which arise regularly in the O & M reports, as well as other shortcomings with regard to the works are outlined in the following sections. The key issue affecting the biological operation of the works is the large amount of OFG’s entering the works. This not only affects that quality of treated effluent, but it also affects some of the M & E components of the works, e.g. DO probes in the SBR tanks etc. Clearly this is an issue which needs to be resolved to improve the operation and reliability of the works going forward.

4.2 Inlet Works

The following issues were noted:- There is no grease removal of the sewage entering the works. Grease build

up is occasionally removed from the inlet works by vacuum tanker. There are large quantities of stormwater entering the works. The inlet works occasionally floods when the high water level in the River

Maigue coincides with a storm event. The River Maigue at this point is affected by tidal flows. Storm flows are prevented from discharging at the high level overflow and back up at the inlet works. It was noted during a site visit that the flap valve at the storm works discharge point on the bank of the River Maigue is not operating properly. If this were rectified, it may generate additional storm water capacity at the WwTW.

The provision of stormwater holding facilities would also assist with the management of the incoming flows.

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4.3 Forward Feed Pump Sump

The following issues were noted:- Significant quantities of grease and fats build up in the pump sump.

Grease build up is required to be occasionally removed from the forward feed pump sump by vacuum tanker.

4.4 Ferric Dosing

The ferric dosing system appears to be generally operating satisfactorily. The ferric sulphate IBC bund fills regularly with rainwater. At the time of the site visit, the bund had no capacity to store spilled liquid from the IBC as it was full of water.

4.5 SBR Tanks The SBR tanks appear to be generally operating satisfactorily, the key issue being the ingress of grease and fats into the tanks from the influent. This has the effect of reducing the effluent quality discharging from the tanks as noted earlier. The OFG forms a layer on the surface of the SBR tank over a period of time and this layer is required to be removed from the top of the SBR tanks by vacuum tanker.

4.6 Final Effluent Pump Sump The final effluent pump sump appears to be operating satisfactorily. The effluent outfall pipe in the River Maigue appears to have been damaged and as a result the effluent now discharges through the river bank. This needs to be repaired to ensure that the effluent is discharged directly to the river water.

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4.7 Sludge Holding Tank

The sludge holding tank appears to be operating satisfactorily with no issues noted.

4.8 Overall Site The site is securely fenced and reasonably well maintained. A number of items were noted as follows:- There is limited external site lighting at the works. There are no stormwater holding facilities at the site. The effluent outfall pipe has been damaged and as a result the effluent

discharges to the river through the side of the river bank. This needs to be repaired to ensure that the effluent is discharging directly to the receiving waters.

The ground has collapsed locally just inside the access gates of the works. This has reportedly been caused by an obsolete pipe from the previous treatment works where the tidal waters are scouring the ground around the end of this pipe. This pipe should be made redundant by plugging it with concrete.

The old tank adjacent to the inlet works is redundant and in poor condition. It is not thought that this tank serves any purpose and should be demolished.

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5. HEALTH AND SAFETY 5.1 General Issues

A number of Health and Safety issues were noted during the site inspections:-

More extensive external lighting should be provided on site. There is no W/C on site. Lifebuoys should be provided close to all open tanks. Locked access prevention grates should be placed on the ladders to the

viewing platforms for the SBR tanks and for the sludge holding tank to prevent unauthorised access.

The concrete stairs to the control building does not conform to the Building Regulations and is in poor repair. It should be replaced, including the provision of a handrail.

The access platform around the final effluent pump sump requires the provision of a safety rail around its perimeter.

The temporary stairs leading to the above ground manhole adjacent to the forward feed pump sump is unstable and should be secured or removed off site.

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6. RECEIVING WATERS 6.1 General

6.1.1 The WwTW discharges to the adjacent River Maigue which is tidal at the

point of discharge.

Photograph 6.1.1: Maigue River

The Assessment of Tropic Status of Estuaries and Bays in Ireland (ATSEBI) eutrophication classification scheme for 1999-2003 (EPA Water Quality in Ireland Report 2001-2003) categories the Maigue Estuary as having an Intermediate status. Intermediate status water bodies are those which do not fall into eutrophic or potentially eutrophic classes but in which breaches of one or two criteria occur. The breaches identified with respect to nutrient enrichment exceedances are Orthophosphate (MRP) in the case of the Maigue River and both Dissolved Inorganic Nitrogen (DIN) and Orthophosphate (MRP) in the case of the Maigue Estuary. The River Maigue is designated 3-4 (2002) (slightly polluted) upstream of the Adare WwTW outfall at Castleroberts Bridge.

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The River Maigue at the Adare WwTW effluent outfall is classified as a Special Area of Conservation. 9.1km further downstream of Adare WwTW effluent outfall, the Maigue Estuary is classified as a Special Area of Conservation and a Specially Protected Area. The River Maigue discharges into the Shannon Estuary South which is a classified as a Special Area of Conservation and a Specially Protected Area. Adare WwTW effluent outfall is approximately 19km from the Shannon Estuary.

There are no water treatment works or abstraction points downstream of Adare WwTW effluent outfall.

Drawing No. 376-104, in Appendix No. 7 provides details of the route of the receiving waters, including all known water abstraction locations prior to its final discharge to the Shannon Estuary.

6.1.2 The Dry Weather Flow (DWF) for the Maigue River at Castleroberts

Bridge (approx 3.5 km upstream of the discharge point for Adare WwTW) is 0.62m3/s and the 95 %ile flow is 1.09m3/s. These figures are based on data obtained from the Environmental Protection Agency (EPA) website on Dry Weather and 95 %ile flows for rivers. These flows are used in the following sections to assess the assimilative capacity of the receiving waters as the river at the effluent discharge point is tidal and no flow ratings are available. At the existing DWF discharge from the plant (Estimated at 328m3/day), the receiving waters provide a dilution ratio of 1:160 at DWF in the Maigue River. At a future design DWF discharge from the works of 835m3/day, the receiving waters provide a dilution ratio of 1:64 at DWF in the Maigue River.

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6.2 Assimilative Capacity

6.2.1 In estimating the assimilative capacity of the Maigue River (taking account also of the downstream waters), a review of relevant directives relating to discharges and water quality was undertaken as follows:- a) Urban Waste Water Treatment Regulations (S.I. No. 254 of 2001)

The second schedule (Parts 1 & 2) of the Urban Waste Water Treatment Regulations (S.I. 254 of 2001) states that the minimum treated effluent quality standards shall be as follows:-

Parameter ConcentrationMinimum

percentage of Reduction

Biological Oxygen Demand (BOD5 at 20°C) without nitrification

25 mg/l O2

70-90

Chemical Oxygen Demand (COD)

125 mg/l O2 75

Total Suspended Solids (SS)

35 mg/l 90

Table 6.2.2.1 – Minimum Effluent Quality Standards from the Urban Wastewater Treatment Regulations.

In addition, the requirements for discharges to sensitive areas are summarised as follows.

Parameter Concentration Minimum

percentage of Reduction

Total Phosphorous 2mg/l P 80 Total Nitrogen 15mg/l 70-80

Table 6.2.2.2 – Discharges to Sensitive Areas

The Maigue River and Maigue Estuary are not designated as sensitive areas under the Third Schedule, Part 1 of these Regulations.

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b) Quality of Surface Water intended for the Abstraction of

Drinking Water Regulations, 1989 (S.I. No. 294 of 1989) The requirements of the Quality of Surface Water Intended for the Abstraction of Drinking Water Regulations (S.I. No. 294 of 1989) are not applicable as water is not abstracted downstream of Adare WWTW. There are no further refinements of the treated effluent characteristics required under S.I. No. 254 of 2001 arising from the Surface Water Regulations

c) Quality of Bathing Water Regulations, 1992 (S.I. No. 155 of 1992)

and Amendment Regulations (S.I. No. 177 of 1988)

The Quality of Bathing Water Regulations sets out quality requirements for inland and costal waters designated as bathing areas. The Maigue River and Maigue Estuary are not designated bathing areas. There are no further refinements of the treated effluent characteristics listed in Table 6.2.2.1 arising from the Bathing Water Regulations

d) Quality of Salmonid Waters Regulations, 1988 (S.I. No. 293 of

1988)

The Council Directive 78/659/EEC 1978 on the quality of fresh water was given effect in Ireland through the European Communities (Quality of Salmonid Waters) regulations, 1998 (S.I. No. 293 of 1988). This sets out quality requirements for waters designated as salmonid waters. The Maigue River and Maigue Estuary are not designated salmonid waters under these regulations. There are no further refinements of the treated effluent characteristics listed in Table 6.2.2.1 arising from these Regulations.

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e) Quality of Shellfish Waters Regulations, 1994 (S.I. No. 200 of 1994)

There are two main EU Directives relating to Shellfish Waters, namely the Shellfish Directive (79/923/EC) as implemented by the Quality of Shellfish Water Regulations 1994 (S.I. No. 200 of 1994) and the Directive on health Conditions and the placing on the market of live Biovalve Molluscs (91/492/EEC). The Maigue River and Maigue Estuary are not designated Shellfish Waters under the1994 regulations. There are no further refinements of the treated effluent characteristics listed in Table 6.2.2.1 arising from the Shellfish Directive.

f) Water Quality Standards for Phosphorous Regulations, 1998 (S.I.

No. 258 of 1998) Water Quality Standards for Phosphorous Regulations, 1998 were introduced to counter eutrophication observed through Irish watercourses. These regulations call for a river falling into the classification of the Maigue River to have a target MRP concentration of 0.030mg/l. Under this requirement the Maigue River would have no assimilative capacity.

The Maigue River and Maigue Estuary are assessed as having an Intermediate Status under the ATSEBI eutrophication classification scheme as contained in the EPA Water Quality in Ireland Report 2001-2003. The breaches identified with respect to Orthophosphate (MRP) nutrient enrichment occur on the Maigue River. Limerick County Council are committed to ensuring that all upgraded works which discharge to freshwater will include phosphorus removal, under the Phosphorous Regulations National Implementation Report, 2003, as published by the EPA. The general approach taken by Limerick County Council is to limit the increase in MRP concentration in the receiving watercourse to 0.01mg/l at median flows. The calculated treated effluent concentration of Orthophosphate is 6.9mg/l to comply with this approach. It is considered appropriate, however, to further limit this to 2mg/l for these receiving waters.

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g) Nitrates Directive, 1991 & S.I. No. 378 of 2006 (Good Agricultural

Practice for Protection of Water Regulations 2006)

The Council Directive 91/676/EEC (The Nitrates Directive) 1991 is concerned with the protection of waters from pollution caused by nitrates from agricultural sources. The overall country has been designated as a Nitrate Vulnerable Zone under Ireland’s implementation of the Nitrates Directive. (EPA Water Quality in Ireland Report 2001-2003) categories the Maigue Estuary as having an Intermediate Status. The breaches identified with respect to nutrient enrichment are Dissolved Inorganic Nitrogen (DIN) and Orthophosphate (MRP). While none of the receiving waters downstream of Adare WwTW are designated as sensitive areas under S.I. No. 254 of 2001, it is nevertheless considered appropriate that the treated effluent concentration of Ammonia (NH3 as N) be limited to 15mg/l. This level of concentration is generally achievable by biological means using modern secondary treatment processes.

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6.3 Water Quality of Maigue River

Sample results obtained from the EPA Water quality Website for a location in Adare upstream of the discharge point for the period (Castleroberts Bridge) 2001-2003 are reproduced as follows: -

Location Maigue River Period 2005-2006

Parameter Unit Median No. of Samples

BOD5 mg/l O2 <2.0 33

Ortho-Phosphate

mg/l as P 0.09 33

Nitrate mg/l as N 5.9 33

Total Ammonia mg/l as N 0.04 33

Table 6.3.1 – Median Sample results for the Maigue River

More recent sampling, taken for the purposes of the Wastewater Discharge Licence Application are presented as follows:-

Parameter (mg/l) Location BOD5 SS Ortho-P Nitrate Total Ammonia

Upstream of Primary Discharge 4 69 0.131 1.04 0.313

Downstream of Primary Discharge 3 65 0.137 0.734 0.302

Table 6.3.2 – Maigue River Samples taken on 19th January 2009.

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6.4 Calculated Discharge Standards

Based on the more conservative river quality readings taken for Table 6.3.1 above and having regard to the requirement for nutrient reduction in the final effluent, the calculated discharge standards for Adare WwTW are set out in Table 6.4.1 below.

Existing DWF

328m3/day Future DWF

835m3/day

Parameter Limit Limit Units

BOD5 25 25 mg/l

Suspended Solids 35 35 mg/l

Ammonia (NH3 as N) 15 15 mg/l (as N)

Ortho-P 2 2 mg/l

Table 6.4.1 – Calculated Treated Effluent Standards for Adare WwTW

The assimilative capacity calculations are included in Appendix No.8

6.5 Actual Discharge Standards

The treated effluent standards specified for the wastewater treatment works at Adare, as set out in the Part 8 Planning Application are as follows:-

Parameter Treated Effluent Quality

Units

BOD5 25 mg/l O2 COD 125 mg/l O2 SS 35 mg/l Ortho-P 0.5 mg/l Nitrates (N) 15 mg/l Ammonia (NH3) 0.5 mg/l

Table 6.5.1 –Specified Treated Effluent Standards for Adare WwTW under Part 8 Planning

These standards are more stringent that the calculated discharge standards in terms of nutrient removal and are generally being achieved by the upgraded works as described.

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7.0 STORM WATER MANAGEMENT 7.1 Existing Storm Water Facilities at Adare WwTW

There are no existing stormwater holding facilities at Adare WwTW and all flows in excess of the forward feed pumping capacity are discharged to the receiving waters via an emergency overflow at the forward feed pumping station.

7.2 Emergency Overflows

There are 2No. Emergency Overflows in the drainage system as follows:

Overflow (SW2) from the Forward Feed Pump sump at the WwTW. Overflow (SW3) from Deer Park pumping Station. This is termed a

secondary discharge.

The overflow from the Forward Feed pump sump at the Wastewater Treatment Works discharges to the River Maigue via existing storm overflow pipework.

Photograph 7.2.1: Deer Park Pumping Station Photograph 7.2.2: Approximate location of overflow outlet point

The overflow from the Deer Park pumping station reportedly discharges to a stream adjacent to the Blackabbey Creamery. This overflow, however, could not be located during a site inspection on 12th February 2009 and after consultation with the Area Supervisor, it is thought that the overflow pipe is buried. A request has been made to uncover this outfall pipe.

7.3 Stormwater Overflows

There are no Storm Water Overflows (SWO’s) located in the sewerage system for Adare.

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8.0 RECOMMENDED WORKS 8.1 General

The long term proposals to deal with the wastewater of Adare are set out in a Revised Preliminary Report prepared by Sheahan Tobin & Co. Ltd, Consulting Engineers, dated March 2001 and summarised as follows:-

The existing sewerage system should be extended to drain additional areas of Adare agglomeration.

Wastewater from Adare should be pumped via a 250mm diameter rising main to Patrickswell sewerage system and pumped forward from there to the proposed Interceptor Sewer at Raheen for treatment at the Limerick Main Drainage Wastewater Treatment Works at Bunlicky.

The proposed Adare Pumping Station should be located within the proposed road junction on Station Road, which forms part of the preliminary route corridor of the Adare by-pass.

Since this report was submitted, a temporary wastewater treatment works has been constructed on the site of the existing plant, as described and assessed in this report. The foregoing assessment demonstrates that the new temporary works is capable of adequately treating existing, short term and medium term future flows from the Adare agglomeration. At present the Wastewater Treatment Works has 35% spare capacity.

8.2 Long Term Works – Cost Estimate

The long term works as noted in 8.1 above were estimated at €4.4M (2001 prices) as set out in the Revised Preliminary Report prepared by Sheahan Tobin & Co. Ltd, Consulting Engineers.

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8.3 Short Term Works – Cost Estimate

Given that the existing temporary wastewater treatment works may remain in operation for the foreseeable future. It is recommended that the following minor works be undertaken to improve the efficiency of the plant:-

Provide grease removal facilities at the inlet works Carry out repairs to the treated effluent outfall pipework on the bank of

the Maigue River. Carry out repairs to the tidal valve at the outlet to the stormwater

discharge pipework from the wastewater treatment works. Provide storm water holding facilities at the works.

The cost estimate for these works is included in Appendix No. 9 and amounts to €149,500 (incl. VAT). The majority of this cost (€72,750 approx. incl. VAT) is for the provision of storm water holding facilities.

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adare wwtw murnane consulting engineers limerick county … · 2013. 7. 26. · adare manor house...

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